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Plans (398) k SL) MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-265_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45125315 thru R45125324 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. PROF �,s c`5 � GIN� • `p 4 89782PE �< OREGON „,4 Q,, 9,Q (-/'9RY'15 < . 12/ #{' ' . _`— August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45125315 PL15-265_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 14:27:32 2015 Page 1 I D:DFkz9p3tCrPAGZn VberKOtyJvg B-Sq KRVHzjyCjvW U_vNlwXpzzUcq Kga2?hcKgRZfygBCv I 1-0-0 11 1-2-0 1 [ S)-1 Scale=1:25.0 1.5x3 H 1.5x3 H 1.5x3 U 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 H 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 0 — ir 1\44,,,_/-Aiiiiis —,ix,-1\146._ 2 23 22 21 20 19 18 17 MI6. 3x5= 3x5= 1.5x3 11 3x5= 3x5—3x5= 7-0-14 17-7-14 18-2-14 1 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [8:0-1-8,E.ge].[19:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=1249/0-2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1671/0,3-4=-1671/0,4-5=-2270/0,5-6=-2270/0,6-7=-2493/0,7-8=-2493/0,8-9=-2423/0,9-10=-2423/0, 10-11=-1991/0,11-12=-1991/0,12-13=-1193/0,13-14=-1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=-273/0,2-24=-1712/0,2-23=0/628,4-23=-481/0,4-22=0/358,8-21=-226/359,14-16=-904/0,14-17=0/766, 12-17=-620/0,12-18=0/498,10-18=384/0,10-19=-1/464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down at 1-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard '<(' � PR���ss 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ... Ntj(N� /O Uniform Loads(plf) IZ �i Vert:16-24=-8,1-15=-80 �L7 y� Concentrated Loads(Ib) 89782 r C. Vert:2=-674(F) / I f . ' /1//OREGflN(- , = PAUL 1-1' EXPIRES: 12/31/2016 August 7,2015 t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �" Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 'Yi fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 c'tmc Nalnhte CA 95610 Job Truss Truss Type Qty Ply POLYGON R45125316 PL15-265_UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 14:27:33 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-wougjd_LjWrm7eZ6wTRmMBVbaEe9JTSgq_P_55yggCu 1 0-10-12 1 1 1-2-0 1 1 0-10-8 1 1 2-6-0 Scale:121=1' 1.5x3 I 13x4= 1.5x3 11 3x4= 1.5x3 I I 3x4= 1.5x3 11 1 2 34x4= 4 5 6 7 8 i /V m .....\ ....- 13 12 11 10 9 e a �e 1 3x4= 1.5x3 II 1.5x3 I I 4x6= 3x6= 3x4= 1 1-1-12 11-8-12 12-3-12 1 13-8-4 1 1-1-12 0-7-0 0-7-0 11-4-8 Plate Offsets(X.Y)— [2:0-1-8.Edge].j3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-819/0,3-4=-1502/0,4-5=-1502/0,5-6=-1871/0,6-7=1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=-382/0,2-14=-1170/0,7-9=-1316/0,7-10=0/704,5-11=471/0,4-11=-345/0,3-11=0/993 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. \ti,, p PRQF-cs0 010 �‘y�'i nt��9 Vp 2 ccL89782PE ter' .u, s */ ' 5,�OREGON p.-- •'71i tik0 EXPIRES: 12/31/2016 August 7,2015 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the `■; e - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 'j/� fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/SP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrun Heights CA 85610 Job Truss Truss Type Qty Ply POLYGON R45125317 PL15-265_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug7 14:27:34 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-OCSCwz_zUgzdln8lUAy�'.uO2rpd4w2yP_3e9YdYygBCt 1 2-6-0 12-5_1_01 1 1-2-0 1 1 0-8-14 1 Scale=1:22.8 1.5x3 II 1.5x3 I I 3x4= 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 1 2 3 4 5 354= 6 7 8 / \ oN O O o O 14 13 12 11 10 304= 3x6 =1.5x3 I I 1.5x3 I I 3x6 = 3x4= 5-10-2 16-5-2 1 7-0-2 I 13-1-8 I 5-10-2 0-7-0 0-7-0 6-1-6 'late Offsets . -•"-1-8_•• -4 d.- LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) l/defl lid PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=572/Mechanical,9=572/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1740/0,3-4=-1740/0,4-5=-1761/0,5-6=-1739/0,6-7=-1739/0 BOT CHORD 13-14=0/1163,12-13=0/1761,11-12=0/1761,10-11=0/1761,9-10=0/1163 WEBS 2-14=-1256/0,2-13=0/622,4-13=-268/180,7-9=-1256/0,7-10=0/622 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <('9,tt) PR()Fen 89782PE 1' o v OREGON �y^ EXPIRES: 12/31/2016 August 7,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.02/16/2015 BEFORE USE " Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the m-T@ C`. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIi Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 ritmc Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45125318 PL15-265_UPPER F04 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug7 14:27:34 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-OCSCwz_zUgzdlnflUAy?u02red2b2xS_3e9YdyygBCt 1 2-6-0I I 1-8-6 1 1 t-2-0 1 I 0-8-14 1 Scale=1:25.0 1.5x3 H 3x4= 1.5x3 I I 3x4= 1.5x3 H 3x4= 1.5x3 I I 1 2 3 4 53x4= 6 7 8 0 0 o _ o v � N 1� 13 12 11 10 3x4= 3x6= 1.5x3 I I 1.5x3 11 3x6= 3x4= 7-0-14 17-7-14 18-2-14 1 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [4:0-1-8.Edgej.[5:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.11 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 BCLL 0.0 Rep Stress!nor YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2010/0,3-4=-2010/0,4-5=-2110/0,5-6=-1999/0,6-7=-1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0/773,4-13=-317/104,7-9=-1398/0,7-10=0/760,5-10=-371/105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���0U PRpP�ss (�5 c3INF�-7' lA v- (Cr 89782PE 9 OREGON o^' MAUL 1". EXPIRES: 12/31/2016 August 7,2015 t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. NI of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ,YI fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Tell Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 r,itri rc Heights,CA 9561 n Job Truss Truss Type Qty Ply POLYGON R45125319 PL15-265_UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 1427:35 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-sP0a7J?bF75UNxiU2uTERcbOn1 PJnRM71Iu59ygBCs 1 2-0-10 11 1-2-0 11 0-8-14 1 1 2-6-0 I Scale=1:18.0 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 o e o o 0 N e e g 11�( 10 9 8 1.5x3 II 1.5x3 II 3x6 = 3x4= 3x4= 2-3-101 2-10-10 1 3-5-10 1 9-7-0 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [2:0-1-8.Edge].[3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:44 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=416/0-2-12,7=416/04-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-767/0,3-4=-989/0,4-5=-989/0 BOT CHORD 10-11=0/767,9-10=0/767,8-9=0/767,7-8=0/782 WEBS 2-11=-851/0,5-7=-844/0,3-8=0/406 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 'C.t� h O PROitis `t- 89782PE 1- ir► a - •REGON 4'+ y,S,fi/It'AUL ,\N EXPIRES: 12/31/2016 August 7,2015 I $ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �* Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek`erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding tY) IC fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/711 Qua1Hy Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citron Heights CA 95619 Job Truss Truss Type Qty Ply POLYGON R45125320 PL15-265_UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mi Tek Industries,Inc.Fri Aug 07 14:27:36 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-KbZyLeODOREL_5Hgcb?Tzp750Re4WpBHXyefiQygBCr I 2-6-0 I 212 I I 1-2-0 11 0-9-8 1 2-3-0I 11-2-0 I I 1-4-0 1-6-0 1 Scale=1:27.8 1.5x3 II 3x5= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 I I 3x4 = 1,5x3 II 3x6= 1.5x3 11 1 2 3 4 5 6 7 8 9 10 1111111111111111111111111 N O 0 0 s e 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 II 3x5= 3x4 = 12-10-12 I 4-10-12 15-5-12 16-0.12 1 11-8-12 12-3-12 I 15-11-12 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-1-0 - •-sets V:0-1-8E..e _v 1-8 Edge].[15:0-1-8.Edge].[16:0-1-8.Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 17=697/0-4-4,11=697/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2351/0,3-4=-2351/0,4-5=-2351/0,5-6=2679/0,6-7=-2679/0,7-8=-1863/0,8-9=-1863/0 BOT CHORD 16-17=0/1468,15-16=0/2351,14-15=0/2590,13-14=0/1863,12-13=0/1863,11-12=0/965 WEBS 3-16=-304/0,4-15=0/264,8-12=-448/0,2-17=-1585/0,2-16=0/983,7-14=0/950,6-14=-281/0,5-15=-490/0, 9-11=-1159/0,9-12=0/1121 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<-' < Ep PROF-s- �c;5 �LJGIN��, /� 17 Q 89782PE {" - •REG©N �� PA UL 9S4 EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. �x Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the IYIf Ie �. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95611) Job Truss Truss Type Qty Ply POLYGON R45125321 PL15-265_UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 14:27:36 2015 Page 1 I D:D Fkz9p3tCrPAGZn V berKOtyJvgB-KbZyLeODOREL_SHgcb?Tzp7BaRIZ WujHXyefiQygBCr I 1-9-14 I I 1-2-0 1 I 0-8-14 I I 2-6-0 I Scale=1:17.6 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 0 b e s e— e 11 10 9 8 A 1.5x3 II 1.5x3 II 3x6= 3x4= 3x4 = 2-0-14 12-7-14 I 3-2-14 I 9-0- I 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)- [2:0-1-8.Edge].[3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 - FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-702/0,3-4=-940/0,4-5=940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=-796/0,5-7=-817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. nrQ PROFL :4. � . CiVFc /0c\ �. 9�.mafct 89782PE . i 43 -V OREGON�pN, -9,9 •IRYA6• irPAUL0 EXPIRES: 12/31/2016 August 7,2015 t I MOM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev-02/16/2015 BEFORE USE Design valid for use only with Mack connectors.This design is based only upon parameters shown,and is for an individual building component. �" Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MI is for lateralsupport of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIT Quality Criteria,DSB-89 and BCS!Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 r:itnre Heights,(TA 9561n Job Truss Truss Type Qty Ply POLYGON R45125322 PL15-265_UPPER F06 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 14:27:37 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgBon7KY_1 mIMCcFst9JWi W 1 gL6r9OFOJQIcNCEsygBCq I 2-5-0 1 3x4= 2 1.5x3 I I Scale=1:8.7 II 511 '' N 11 _ME rk4,.. 4 010,N1111191 3 1.5x3 II 3x4= 2-8-0 2-8-0 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(TL) -0.01 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:13 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=112/0-4-4,3=112/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,..._, \<t t.,- PROF-ss -‘, \c, �NOIN��9 X02 8.782PE ' 40 17 OREGON '' C) "y,Q WIRY i6"2 Q fi PA U L RAJ EXPIRES, 12/31/2016 August 7,2015 t e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. NY Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �L erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYiI 8q' e = fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify CrIteda,058.89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 r:itnrs Hni3hts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45125323 PL15-265_UPPER F09 Floor - 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:38 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-H_hjmK1TY2U3EPR3j01x3EDPHFK3_IYZ_G7ImJygBCp I 2-6-0 2-1-12 I I t-2-0 110-9-8 I 2-3-0 I I 2-3-0 I I 1-2-0 Ip. -121 Scale=1:28.2 4x4= 1.5x3 I I 3x5= 1.5x3 H 1.5x3 H 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 O :. O i ..1 —1114114111111141111111111111411111111111: –/_ O i N e ® \ O / O O O e ® O 1 16 15 14 13 12 3x4 = 354= 3x4= 3x6= 1.5x3 I I 4x4= 3x4 = 12-10-12 I 4-10-12 15-5-12 p-0-12 1 11-8-12 12-3-121 I 16-2-8 I 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-3-12 Plate Offsets(X.Y)— [7:0-1-8.Edge].[12:0-1-8.E•ge],[15:0-1-8.Edge].[16:0-1-8.Edge] LOADING(pst) SPACING- 1-7-3 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress lncr YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=707/0-4-4,11=707/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2402/0,3-4=-2402/0,4-5=-2402/0,5-6=-2764/0,6-7=-2764/0,7-8=-1993/0,8-9=-1993/0 BOT CHORD 16-17=0/1493,15-16=0/2402,14-15=0/2656,13-14=0/1993,12-13=0/1993,11-12=0/1545 WEBS 3-16=-314(0,4-15=0/278,8-12=-636/0,2-17=-1612/0,2-16=0/1011,7-14=0/903,6-14=-276/0,5-15=-51210, 9-11=-1668/0,9-12=0/975 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,coPROFs ss 89782PE i ' r 9�OREGON r' 'AUL REQ EXPIRES: 12/31/2016 August 7,2015 4 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02116/2015 BEFORE USE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. �a Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is The responsibility of the tYiA�iTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Bonding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee.Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Job Truss Truss Type Qty Ply POLYGON R45125324 PL15-265_UPPER F10 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mi Tek Industries,Inc. Fri Aug 07 14:27:38 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-H_hjmK1TY2U3EPR3j01x3EDXVFVF_gWZ_G7ImJygBCp 0-6-4 2-4-12 I 1 3x4 = 2 3x6= 3 1.5x3 Scale=1:8.7 , N r {{JJ��kkk 1.5x3 H 6 5.1111. 4 3x6= 3x4= 0-7-129-I 3-5-0 0-7-12 -1-8 2-7-12 LOADING(ps() SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 5 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(TL) -0.00 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 5=414/0-5-8,4=56/Mechanical Max Uplift4=-27(LC 3) Max Grav5=414(LC 1),4=98(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-5=-264/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)180 lb down at 0-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pIf) PR Vert:4-6=-8,1-3=-80 , ",t� . fl� `f Concentrated Loads(Ib) CJ Vert:1=-180(F) ' �✓� a, `X- 89782PE "YL. 0.41\ 7' 11/11( • -7 OREGON O� ,Y t'4Ay HAUL ��� EXPIRES: 12/31/2016 August 7,2015 t 0 ,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYi i fabrication.quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 (nit.%Height%CA Q5R10 Symbols Numbering System ,d► General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury Ira= Dimensions are in ft-in-sixteenths. � � Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0_1/�Q, 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves p 444 4 may require bracing,or alternative Tor I �_� p 161\1PlikAA p bracing should be considered. �_� O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. a. C7-8 C6-7 C5-6 O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0 'nt' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that cif Indicated by symbol shown and/or specified. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at Output. Use T or I bracing spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■.1110 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ii.MI I 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient, BCSI: Building Component Safety Information, MiTek° 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 111 MiTek6 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 7-D NH GABLE AT GARAGE ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1345903 thru K1345942 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. '4(c- D PR D��Css ��� NGINEE /0 89782PE . OREGON ()•^�`' X4;)i ES A2431/20.1:.6...----- August 10,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 24-08-08 MONO HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 01&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2- 8=(-730) 1837 3- 8=( -170) 250 2x6 KDDF k168TR T2 2- 3=(-2893) 871 8- 9=(-858) 2138 8- 4=( -65) 768 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-2678) 900 9-10=(-692) 1513 8- 5=) -474) 371 WEBS: 2x9 KDDF STAND; LL = 25 PIP Ground Snow (Pg) 4- 5=(-1856) 693 5- 9 ( -657) 465 2x9 KDDF STUD A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-1911) 736 9- 6=( -161) 1156 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 24'- 8.5" V 6- 7=( -126) 150 6-10=(-2571) 1019 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+IL) 50.0)= 50.0 PLF 0'- 0.0" TO 24'- 8.5" V 10- 7=) -394) 273 BC LATERAL SUPPORT N= 12"OC. UON. TC CONC LL( 466.7)+01) 130.7)- 597.3 LBS @ 8'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA --------_-------------------------- LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -647/ 2486V -175/ 306H 5.50" 3.98 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 24'- 8.5" -989/ 2651V 0/ OH 5.50" 4.24 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. 'COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. OVERHANGS: 12.0" 0.0" VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 ** For hanger specs. - See approved plans MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL - -0.059" @ 13'- 3.8" Allowed = 1.190" MAX TL CREEP DEFL= -0.118" @ 13'- 3.8" Allowed= 1.586" MAX HORIZ. LL DEFL = -0.023" @ 24'- 5.0" MAX HORIZ. TL DEFL - 0.035" @ 24'- 5.0" 7-11-11 16-08-13 Design conforms to main windforce-resisting system and components and cladding criteria. 3-11-08 4-00-03 5-04-02 5-06-09 5-10-01 T T 4,597.30# 1' T 4' Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=l.6, 12.00 F7 =M-6x6 alitiAL-M-6x6 M-3x6 Truss designed for wind loads 4 5 6 7 in the plane of the truss only. lAo/rAy er T2 ON MN N M-1.5x3 3 a 0 vr 0 0 I M k Ili Ad o 89 10 1 M-3x6 M-3x8 0'25" M-4x6 M-7x8(S) y 7-07-08 y 8-05-10 y 8-07-06 y <C3N P R 0 Ffiss ), ), > .� 0AGINE /per 1-00 24-08-08 ,•••./,,.., CI `r 89782PE ��" JOB NAME : 7-D POLYGON 7-D NH - Al Scale: 0.2535 c� `- WARNINGS: GENERAL NOTES, unless otherwise noted, Co, OREGON '- 1.Builder and erection contractor should be adseed of all General Notes 1.This design b based only upon the parameters shown and is for an individualA 9 OREGON *. Truss: A 1end Wamings before construction commences. building component Applicability of design parameters and proper "y 2 2x4 compression web bracing must be Installed where shown+ Incorporation of cemponenl is the responsibility the building designer. �^ 3.Additional temporary bracing to insure gummy during construction4 Design assumes the top and bottom chords to be laterally braced at Ill R Y •1 4 the responsibility of the eraclor.Additional permanent bracing of 2 on.and at 10 o c.respectively unless braced throughout their length by DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. continuous sheathing inor such l b acplying re uir a when s arM/or drywall(81). �� \. g 3.In Impact bridging or lateral bracing required where shown♦s SEQ. : K 13 4 5 9 0 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design wads be applied to any component. and are o dry conditionor use. e.Dealers assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CampuTrue has no control over and assumes no responsibility for the necessary. fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage Is prodded. August 10,2015 8.This design is furnished aub)ecl to the limitations set forth by e.Metes shall be located on both faces of truss,end placed so their center TPIAVICA In SCSI.codes of which will be furnished upon request lines coincide with joint center lines. UTNs Software 7.6.6)11)-E 8.Digits Indicate size of plate In Inches. MiTek USA,Inc./Com PW.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 1- 2=(-1218) 370 1- 8=(-565) 881 2- 8-( -205) 200 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-1086) 409 8- 9=(-423) 891 8- 3=( -105) 453 BC: 2x6 KDDF #1&BTR 3- 4=) 0) 0 9-10=(-300) 639 8- 5-) -289) 90 WEBS: 2x9 KDDF STAND; LOADING 3- 5=( -736) 331 5- 9=( -228) 238 2x4 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=) -789) 324 9- 6=) -118) 556 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=) -127) 149 6-10=(-1049) 376 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 10- 7-( -157) 90 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ____________________`___________`__= LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"0C UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -189/ 1095V -165/ 291H 5.50" 1.67 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 24'- 8.5" -179/ 1078V 0/ OH 5.50" 1.72 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** For hanger specs. - See approved plans 11-OND. 7• Doc(qn rherkeA for Ref(-5 pall npl tff of 24 "or spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.026" @ 13'- 3.8" Allowed= 1.190" MAX TL CREEP DEFL = -0.099" @ 13'- 3.8" Allowed- 1.586" MAX HORIZ. LL DEFL = -0.011" @ 24'- 5.0" MAX HORIZ. TL DEFL = 0.016" @ 24'- 5.0" 9-11-11 14-08-13 1' Design conforms to main windforce-resisting 3-11-08 3-09-12 2-02-07 3-04-02 5-06-09 5-10-01 system and components and cladding criteria. Wind: 190 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 7 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-4x6 in the plane of the truss only. M-3x4 M-3x4 M-1.5x3 erMIIII !11M111111111111, ,, ee\ill., o M-1.5x3 \11\1106. IA o v o 0 clo M o i I'Mf+0 IIIIMIIIT 0 1** 89 *x10 o M-3x4 M-3x8 0.25" M-3x9 M-7x8(S) �el O PRQ1 O • y 7-07-08 y 8-05-10 y 8-07-06 y `. G1yGINEF9 wa y 24-08-08 y Cw 89782PE -9' JOB NAME : 7-D POLYGON 7-D NH - A2 �- ` / Scale: 0.2363 -7 OREGON `. WARNINGS: GENERAL NOTES, unless otherwise noted: 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual � 2/� 5 C., qs. Truss: A2 and Warnings before construction commences. building Cort ponenl Applicability of design parameters and props tor l ,, 2 284 compression web bradng must be Installed where shown T. Incorporation of component is me responsibility of me building designer. _l 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced et /tiA UL (;Z1V Is the responsibility of the erector.Additional permanent bracing of Z'o.c and et 10'o c.respectively anises braced throughout their langur by P C DATE: 8/10/2015 me overall stnMure is the responsibility of the building designer. continuousiptsheathinginsuch l bracing ag e required a where s ownandf0r drywell(BC). 3.In2tmpact bodging or thterel oning yofhwhere shown contractor. SEQ. : K1345909 0.Nobadsareldc bem ieeian nocomponentlintil afteralleasdngand 5.Desgnas ufWorislesaretobeuseoftheon-ouiosnviron fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be appNed to any component. and are for'dry condiion•of use. EXPIRES: 12/31/2016 5.Compuinra has no control over and assumes no responsibility for the 6.Design assumes Pa bearing at all supports shown.Shim or wedge 6 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMTCA M BCSI,copies of which will be furnished upon requestlines coincide with joint center lines. Wok USA,Inc./ComuTrus Software+7.6.6-SP71L g.Digits Indicate size of plate in Inches. P ( E)• 10.For basic connector plate design values see E5R-1311,ESR-1886(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1224) 488 1- 7=(-289) 938 7- 2=7 0) 277 5-10=(0) 279 BC: 2x4 KDDF #160TR SPACED 24.0" O.C. 2- 3=( -871) 603 7- 8=(-289) 936 2- 8=(-476) 334 WEBS: 2x4 KDDF STAND 3- 4=( -589) 509 8- 9=1 -57) 600 8- 3=(-340) 392 LOADING 4- 5-7 -874) 604 9-10=(-216) 789 8- 4=(-189) 177 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1224) 489 10- 6=(-215) 791 4- 9=)-197) 401 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 9- 5=(-480) 337 TOTAL LOAD = 42.0 PSF -------'---------------- BEARING MAX VERT MAX HORZ BRG REQUIRED RRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -162/ 1038V -302/ 302H 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'- 8.5" -162/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciig. 11-11-11 0-09-02 11-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T f ,' f MAX LL DELL= 0.032" @ 13'- 1.8" Allowed - 1.190" 6-02-08 5-09-03 0-10-09 5-07-12 6-02-08 MAX TL CREEP DEFL = -0.055" @ 13'- 1.8" Allowed= 1.586" T f ' ' ' ' MAX HORIZ. LL DEFL = 0.017" @ 24'- 3.0" 12 12 MAX HORIZ. TL DEFL = 0.026" @ 24'- 3.0" M-4x6 M-5x6 12.00 3 • N 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. 40oz. Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. A M-3x4 1 rn ose . _,�I N N o I** 7 8 9 10 +*6 0 o M-3x4 M-1.5x3 0.25" M-1.5x3 M-3x4 i M-5x8(5) M-3x4 x r r y6-00-12 y 5-07-12 1 OS-09 5-06 y 6-00-12 ,�y `�� c`ts/� 24-08-08 wc.;:. �"" '�,;.A '�''„9 ;89782PE r JOB NAME : 7-D POLYGON 7-D NH - A3 /// =' Scale: 0.2326 F ' WARNINGS: GENERAL NOTES, unless nthnsdse noted: / (, ' .- Truss: A 3 1.Builder and erection contractor should be advised of all General Notes t.This design S based only upon the parameters shown and is for an Individual "'9 OREGON (: and Warnings before construction commences. building component.Applicability of design parameters and proper �/,e (B V 04" 2 244 compression web bradng must be Installed where shown* incorporation of component Is the responsibility of the building designer. ,.A lJ'a.R y . V 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords n be laterally braced at � f� ��. is the respansibllity of the areclor.Adtlltlonal pertnananl Dracirg of 2'o.c.and et 10'o.c.reepeWvely unless brecetl throughout their lengm by DATE: 8/10/2015 the overall structure Is me responsibility or the building designer. °°^dnueue sheathing such as plywood sheathing(TC)and/or arywan(Bq. PAUL L pon ty 9 g 3.2x Impact bridging or lateral bracing required where shown** t.. SEQ. : K 1 3 4 5 9 0 5 4.No load should be applied to any component unity after all bracing and 4.Instellanon of trues Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D. LINK design rads be applied n any component. and are far'dry tonsil nn of use. 5.CompuTrus Inas Insane control over end assumes no responsibility for the 6.Desinece a assumes full bearing et as supports shown.Shim or wedge H EXPIRES: 12/3112016 fabrication,handling,shipment and inslallehon of components. ry. 7.Design assumes adequate badrainage loprodded.s, August 10,2015 8.This design is furnished subject to the limitations set forth by e.Plates shall be Merited on both faces d truss,end placed so their center TPIIWTCA in SCSI,copies ofwhich will be furnished upon request. lines coincide with Mint center lines. uTrus Sof(ware 7.8.6 1 L E 9.Digits Indicate ecce of plate n inches. MITek USA,Inc./Com P ( 10.For bean connector plate assign values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1-1185) 914 1- 9=(-347) 821 2- 9=(-273) 253 7-14=(-1323) 935 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -981) 965 9-10=( -5) 16 9- 3=1 -68) 342 14- 8=( -114) 68 WEBS: 2x4 ROOF STAND 3- 4=1 0) 0 10-12=( 0) 0 9-11=(-179) 692 LOADING 3- 6=( -633) 904 11-13=(-350) 957 3-11=1-101) 112 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) SON TOP CHORD = 32.0 PSF 5- 6=1 0) 0 13-14=(-346) 963 6-11=( -13) 316 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1029) 915 10-11=) 0) 52 TOTAL LOAD = 92.0 PSF 7- 8=1 -48) 56 11- 7-(-380) 185 7-13=( 0) 257 NOTE: 2x4 BRACING AT 24"OC (JON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ---- BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -228/ 1095V -234/ 282H 5.50" 1.67 KDDF ( 625) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 24'- 8.5" -220/ 1031V 0/ OH 5.50" 1.65 KDDF ( 625) 0-09-02 � , 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacAg. 11-11-11 0-09-'02 8-06-11 3-05 VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 T T T T T MAX LL DEFL = 0.038" @ 14'- 8.5" Allowed - 1.190" 5-00-12 4-09-08 2-01-07 2-01-07 6-08-12 3-01-08 MAX TL CREEP DEFL = -0.058" @ 14'- 8.5" Allowed= 1.586" MAX HORIZ. LL DEFL = -0.016" @ 24'- 5.0" MAX HORIZ. TL DEFL - 0.025" @ 24'- 5.0" 10-00 T >( Design conforms to main windforce-resisting 12 4 5 system and components and cladding criteria. 12.00 M-5x6 a12 12.00 Wind: 190 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4X6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, • Truss designed for wind loads IDmmwsmommwmmmilmws* in the plane of the truss only. M-1.5x3 2 nIII I o M-5x1 0 M-1. 5 x 3 e a� . INOIm o M 13 **14 '^ le TM-1.5x3O 1** 9 10 12 O f M-3x4 M-3x8 M-1.5x3o M-3x4 M-5x8 b b b k ) I- 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 b b b 1516101208 0 11-12 9-08-07 y �O • • ' , ,AGIINE&" Lf 24-08-08 y k/ 1 7 To. $9782PE s JOB NAME : 7-D POLYGON 7-D NH - A3V •- ,. Scale: 0.1910 ;' -- -- -. WARNINGS: GENERAL NOTES, unless otherwise noted: •/ (e" �R O LJ Truss: A3 V 1.Builder and erection contactor should be advised of an General Notes 1.ThIs design Is based only upon 0e parameters shown and is for an Individual "7' (:'". and Warnings before construction commences. building component,Applicability of design parameters and proper n V " 2.2x4 compression web bracing must be installed where shown* incorporation al component la the responsibility of the building designer. w$7 (//1 s.� V 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced at 7 'l(`x is the responsibility of the erector.Additional permanent bracing of 2'o.c.aM a170'o.c.respectively unless braced throughout theirlengthby DATE: 8/10/2 015 the overall aWclure le ihs res Iblli tlhe buNdl tleal 2 ion acus ddgisheg ng such ea plywood aheeming(TC)rdrer Orywall(BC). P. y(U L '' responsibility o ng designer. 3.2x impact bridging or lateral bracing required where'bawl** �'S SEQ. : K 13 4 5 9 0 6 4.No bad should be applied to any component until after all bracing and 4.Inelallation of Imes is the responsibilfy of the respecllve contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a noncorrosive emimnmenf TRANS ID. LINK design loads be applied to any component. and are for'dry condition"oruse. 5.compuTrus has no control over and assumes no responsibility for the 5 ne somgae eaumee full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. ry. 7.Design platessallbeaadeduone ims,facelo ptruss, August 10,2015 6.This design is famished subject to the limitations sal forth by 8.Plates shell be located on born faces of truss,entl placed so their center TPINITCA In BCSI,copies of which will be furnished upon request. linea coincide with joint center lines. basic ' H.Digitsindicate size of plate In Inches. MITek USA,Inc./Com uTnfs Software 7.6.6 7L E 1I For connectordale design values see ESR-1311,ESR-1983(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=1-1185) 327 1- 7=(-307) 816 2- 7=1-281) 264 9- 5=( -379) 196 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1 -981) 378 7- 8=( -3) 16 7- 3=1 -83) 343 5-11=1 0) 257 WEBS: 2x9 HOOF STAND 3- 4=1 -633) 341 8-10=1 0) 0 7- 9=1-124) 637 5-12=1-1323) 341 LOADING 4- 5=(-1029) 321 9-11=(-282) 957 3- 9=1 -88) 98 12- 6=( -114) 68 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -48) 56 11-12=1-278) 963 4- 9=1 -25) 316 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF B- 9=( 0) 52 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LL - 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -151/ 1045V -233/ 281B 5.50" 1.67 KDDF 1 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'- 8.5" -144/ 1031V 0/ OH 5.50" 1.65 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 q (- psf) uplift at 24 "or spaciilg. 9-11-11 4-09-02 6-06-11 3-05 VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 T '( T f f MAX LL DEFL = -0.031" @ 14'- 8.5" Allowed= 1.190" 5-00-12 4-10-15 4-09-02 6-10-03 3-01-08 MAX TL CREEP DEFL - -0.058" @ 14'- 8.5" Allowed= 1.586" ff f f f f MAX HORIZ. LL DEFL = 0.015" @ 24'- 5.0" 12 12 MAX HORIZ. TL DEFL = 0.025" @ 24'- 5.0" M-5x6 M-4x6 12.00 7 N12.00 3 Design conforms to main windforce-resisting O system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 rn U2PTMiui 1o .1 �� 0 1** 87 10 o M-1.5x3 M-3x4 o M-3x4 M-3x8 M-1.5x3 0 M-5x8 b ), 1, 1 1 ), 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 b y y 15-01-12 9-06-12 y y1' GIN 24-08-08 1LI� 'r 89782PE ' • JOB NAME : 7-D POLYGON 7-D NH - A4 Scale: 0.2398 ,- 1 WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: A4 1 Builder and erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shown and is for an Individual '"9 OREGON '' and Warnings before construction commences. building component.Applicability of design parameters end proper 2J� d tJ"" 2.204 compression web bracing must be Installed where shown*. Incorporation W component la the responsibility of the building designer. %%/� V4 RY 4 6 4�v 3,additional temporary bracing to Insure stability during construction 2.Desitin assumes the top end bottom chums to be laterally braced et 1 Is the responsibility of the erector.add done permanent bracing of 2'o.c.and at 10'c.c.reach as ply unless braced throughout their length by DATE: 8/10/2015 the overall etructure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p*a UL �1 " 3.2x Impact bridging or lateral braGng required where shown** {i SEQ.: K 13 4 5 9 0 7 4.No bed should be applied to any component until after all braGng end 4.Installation of Iross is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment. TRANS I D: LINK design loads be applied to any component. end are for'dry condition"of use. 5.CompuTrua hes no contra over and assumes no responsibility for the S Design ase es full bearing at all supporta shown.Shim or wedge If fabrication,handling,shipmentcomponents. necessary."m EXPIRES; 12/31/201'.6 and installation of corn 7.Design assumes adequate drainage is provided. August 10,2015 6.This design is furnished subject to the limitations set forth by 6.Matas shall be located on both faces of truss,and placed so their center TPIAVICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center line. MiTek USA,Inc./Com uTrus Software 1 L 7.8.8 5.Digits Indicate size of plate In Inches. p ( )-E 10.For basic connector plate design vaiuea see EBR.1311,ESR-1988(Wee) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 16-06-08 HIP SETBACK 3-05-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&13TR; 16-06-08 GIRDER SUPPORTING 24-08-08 FROM 9-00-00 TO 16-00-00 1- 2-) 0) 80 2-10-) -742) 2862 10- 3=( -670) 2594 2x6 KDDF #1&BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4114) 1126 10-11=(-1324) 5000 10- 4=(-3296) 936 BC: 2x12 RODE 1)165TR 3- 4-(-2862) 818 11-12-(-1768) 6792 4-11-1 -510) 2268 WEBS: 204 KDDF STAND LOADING 4- 5-(-5240) 1480 12-13=1-1768) 6792 11- 5=(-2312) 608 LL = 25 PSF Ground Snow (Pg) 5- 6=(-6112) 1682 13-14=(-1512) 5880 12- 5=) -484) 2284 TC LATERAL SUPPORT <= 12"OC. UON. TC ONIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 3'- 5.0" V 6- 7=(-3874) 1054 14- 8=) -948) 3874 5-13=(-1238) 304 BC LATERAL SUPPORT 72"OC. UON. TC SNIP' LL) 67.7)+01( 19.0)= 86.7 PLF 3'- 5.0" TO 13'- 1.5" V 7- 8=(-5544) 1460 13- 6-) -486) 2168 TC UNIF LL) 50.0)+OL( 14.0)= 64.0 PLF 13'- 1.5" TO 16'- 6.5" V 8- 9=( 0) 80 6-14=(-3096) 888 ________________________== ======---- BC UNIF LL( 0.0)+DL( 27.1)= 27.1 PLF 0'- 0.0" TO 16'- 6.5" V 14- 7-) -900) 3576 NOTE: 2x4 BRACING AT 24"OCUON. FOR BC UNIF LL) 283.9)+DL( 193.0)- 476.9 PLF 9'- 0.0" TO 16'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC Li( 68.8)+DL( 19.3)- 88.1 LBS @ 3'- 5.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 68.8)+DLI 19.3)- 88.1 LBS @ 13'- 1.5" 0'- 0.0" -889/ 3254V -92/ 92H 5.50" 5.21 KDDF ( 625) OVERHANGS: 12.0" 12.0" ADDL, BC CONC LL+DL= 2757.0 LBS @ 8'- 0.0" 16'- 6.5" -1291/ 4972V 0/ OH 5.50" 7.96 KDDF ( 625) ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL k'tru 2 1 h k "1 F 1 1 F 2a _ Join together 2 ply with 3"x.131 DIA GUN ails staggered at: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (� Fg VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR DIPSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed- 0.100" 9" oc n 2 row(s) throughout 2x6 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed= 0.133" 9" oc in 3 row(s) throughout 2x12 bottom chords, MAX LL DEFL = 0.043" @ 8'- 3.2" Allowed= 0.781" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.115" @ 8'- 3.2" Allowed - 1.042" MAX LL DEFL = -0.001" @ 17'- 6.5" Allowed - 0.100" *** HANGER TO APPLY CONC. MAX TL CREEP DEFL - -0.001" @ 17'- 6.5" Allowed = 0.133" LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL - -0.008" @ 16'- 1.0" MAX HORIZ. TL DEFL = 0.016" @ 16'- 1.0" Design conforms to main windforce-resisting system and components and cladding criteria. 3-09-11 9-09-02 3-04-11 f '( Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (ASS Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3-09-11 2-01-07 2-09-02 2-09-02 2-01-07 3-09-11 load duration factor=1.6, 488.10# 488.10# Truss designed for wind loads 12 12 in the plane of the truss only. M-9x8+ M-4x8 12.00 7 M-3x5 M-3x8 M-3x5 Q 12.°0 NM A IN S M-5x16- 4,.... -- _ �� _ M-5x16 ,,, ._, o I _ _ m N \ ICI:'u1 I 30 Si 12 13 14 JS I 0 M-12x14+ M-12x20+ M-12x19+ M-12x20+ M-12x14+ • o J. l y .,. Tlzy7s7# l b y G9,Eq PRgfies3-02-09 2-07-06 2-05-10 2-05-10 2-07-06 3-02-04 � NGINE.Fs>b b y y �� 0,,,,_ `1-00 16-06-08 1-00 ��ll `r 89782PE , ,, JOB NAME : 7-D POLYGON 7-D NH - Bl _ Scale: 0.3432 ' (� (�� %<e„, WARNINGS: GENERAL NOTES, unless othermse noted: , ...7„51.1;1/ ""REO•` �.. 1.Builder end erection contractor should be etlNeed of all General Notes 1.This design is booed only upon the parameters shown end is for an Indiv duel +� .C4) .`�EV 1: '- `�� Truss: B1 and Wam ngs before construction commences. building component Appllceblllly of design parameters end proper V 2 2x4 compression web bracing must be installed where shown+ incorporation of component la the responsibility of the building designer. (,� \�,{ 3.Additunal temporary bracing to insure stability during coneBuction 2.Desitin assumes the top and bosom on brdsaced to be laterally braced at `f PA U L ?%." � v is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /"'� DATE: 8/10/2015 the overall structure la the responsibility of the buildingdesigner. continuous2xm ctsheathing laterhal b plywoodre uir a where s nonand/0 0rywail(BC), 9 3.In Impact of truss e responsibility ebracing required the whpe shown SEQ. : K 13 4 5 9 0 8 4.No mad should bem feteapplied n to any mmponent linty after all bracing and 4.Design as of huge is the are to use In respective contractor. fasteners are complete and m no time artium any loses greater man s.Design assumes bosses are to be used m a non-corrosive enwrenmenq TRANS ID: LINK dealgnmaeabeappnetlmanrcamponant and are for'drycondglon•ofuse. EXPIRES: 12/31/2016 s.compuTru.n..no control over arta assumes responsibility for me a.Design assumes null bearing at all supports shown.Shim or wedge x August 10,2015 fabrImbon,handling,shipment and Installation of components. T.Design assumes adequate drainage is protea. 0.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TRI/WTCA In BCSI,copies of whirl,will be furnished upon request. Imes comdde with joint center lines. uTrus Software 7.6.6 1 L Z 8.Digits Indicate size of plate in Inches. MITek USA,Inc./Com P ( )• 10.For basic connector plate design values see ES11-1311,ESR-1888(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 78 2-5=(-82) 123 3-5=(-268) 113 BC: 2x9 KDDF.k16BTR SPACED 24.0" O.C. 2-3=( -90) 83 5-6=( 0) 0 WEBS: 2x9 KDDF STAND 3-4=(-134) 32 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. OON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 1'- 0.0" -129/ 997V -44/ 778 5.50" 0.79 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.9" -136/ 19V 0/ OH 1.50" 0.03 NODE ( 625) 3'- 5.0" -52/ 35V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR ONPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" fMAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = -0.016" @ 0'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.021" @ 0'- 0.0" Allowed= 0.133" 12 MAX TC PANEL LL DEFL = 0.009" @ 1'- 8.2" Allowed= 0.098" MAX TC PANEL TL DEFL = 0.012" @ 1'- 8.6" Allowed- 0.072" 12.00 MAX BC PANEL LL DEFL = 0.005" @ 2'- 0.5" Allowed= 0.075" MAX BC PANEL TL DEFL = 0.006" @ 2'- 0.5" Allowed - 0.100" MAX HORIZ. LL DEFL = -0.035" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.042" @ 1'- 10.9" M-1.5x3 0' 3 Design conforms to main windforce-resisting system and components and cladding criteria. Ifs , y� Wind: 140 mph, h-20.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I N load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. M ,_ 2 O .., ...... . O _, 5�� .6 M-3x9 M-1 5x3 1 b > 2-05 1, J, y 1-00 3-05 (PROVIDE FULL BEARING;Jts:5,4,6 e.g' �iAG 1 N&'9 `r/, 2 �44C..? 89782PE �<' JOB NAME : 7-D POLYGON 7-D NH - BJ1 -,.....„- JOB Scale: 0.6225 .„-y.,,,--;-..;-xC WARNINGS: GENERAL NOTES, unless otherwise noted: tr, }',� Truss: BJ1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual S. " ' OREGON c:)',..s and Warnings before construction commences. building component.Applicability of design parameters end proper G. �/ '"' 2.284 compression web bracing must be Installed where shown 1 Incorporation of component k the responsibility of the building designer. .//,() A f)ss 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chorda to be laterally braced at 7 AA+y 1 5 is the responsibility of the erector.Additional permanent bracing of 2'ac.and 8110'o.a respectively unless braced throughout their length by {{ / Ilt DATE: 8/10/2015 the overall structure is the responsibility f the building designer. 2x it nate sheathing or etch as acing reArwood uir a where s and/or Aye 11)81). �'A U i.. N o 9 3.in Impact bridging or lateral bracing ity Of the where shown t SEQ. : K 13 4 5 9 0 9 4.No load should be applied to any component until after Cl bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end et no time should eny loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition.of use. 5.Command has no control over and assumes no responsibility8.Design assumes MI bearing at all suppose shown.Shim or wedge g EXPIRES:: 12/31/2016 fabrication,handling,shipment and installation of components. ler the Design assumes 7. assumesadequate drainage isprovided. August 10,2015 8.This design N furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA b SCSI.copies of which Will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,InalCompuTrus Software 7.6.6(0L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 29-08-08 STUB HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2933) 926 1- 8=1-683) 1898 2- 8=1-167) 242 10- 5=( 0) 516 2x6 KDDF #1613TR T2 2- 3=1-2768) 956 8- 9=1-805) 2259 8- 3=1-169) 908 5-12=(-1583) 627 BC: 2x6 KDDF #16BTR LOADING 3- 4=1-1918) 729 9-11=1 -24) 63 8- 4=1-687) 402 6-12=1 0) 404 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 9- 5=1-2269) 926 10-12=1-817) 2264 9- 4=1-160) 229 12- 7=( -571) 1777 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-1385) 581 12-13=( -56) 99 9-10=1-791) 2222 7-13=(-2679) 915 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 20'- 4.5" V 6- 7=1-1999) 733 4-10=1 -85) 19 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 20'- 4.5" TO 24'- 8.5" V 11-10=1 0) 126 BC LATERAL SUPPORT <= 12"OC. DON. BC UNIF LI( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 29'- 8.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LI( 466.7)+01( 130.7)- 597.3 LBS @ 8'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LLI 466.7)+DL( 130.7)= 597.3 LBS @ 20'- 9.5" 0'- 0.0" -632/ 2492V -176/ 229H 5.50" 3.91 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 24'- 8.5" -870/ 2757V 0/ OH 5.50" 9.41 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net)-5 psf) uplift at 29 "or ,paaiing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.062" @ 11'- 11.4" Allowed - 1.190" MAX TL CREEP DEFL = -0.125" @ 11'- 11.4" Allowed = 1.586" MAX HORIZ. LL DEFL = 0.026" @ 24'- 5.8" MAX HORIZ. TL DEFL= 0.042" @ 24'-- 5.8" 7-11-11 12-05-02 4-03-11 '( ' 1 ' Design conforms to main windforce-resisting l 3-11-08 4-00-03 3-11-11 4-02-02 4-05-12 4-01-04 system and components and cladding criteria. ‘I /597.3O# 097.30# l Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=l.6, M-4x612.00 7 M-3x8 M-3x4 Q 12.00 \si\ Truss designed for wind loads �� 4 5 in the plane of the truss only. M-1.5x3lillL\IllIll1111° 4x6 2 mi I 0 1 M co ...1. 10 12 j1 BIM M-3x10 M-3x4 *13 0 1 ee 8 9 11 O o M-3x6 M-3x8 M-7x8 M-7x8 0 M-1.5x3 b b b )' b y 7-07-08 4-05-10 3-10-10 4-09-04 3-11-08 b b y �c:6' P R©F�Cs� 16-01-08 8-07 b 24-08-08 b kr,� t."0. F� /Q� 4 /89782PE �r JOB NAME : 7-D POLYGON 7-D NH - A5 Scale: 0.2519 WARNINGS: GENERAL NOTES, unless otherwise noted: Coe y, hr,z 1 Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Indiedual 7A.OREGON '° Truss: A 5 and Warnings before construction commences buildhg componentApplicability of design parameters and proper :70IBJ 2 2 2z1 compression web bredng must be installed where shown+. Incorporation of component is the responsibility of me building designer. ..Sj� �3.Additional temporary bracing to Detre stability during construction /Design assumes the top end bosom cholla to be laterally braced at 7 Al'"' R '1 J ��j Is the responsibility of the erector.Additional permanent bracing of 2'es.and et 10'o.c.respectively unless braced throughout mei/length by i:1/4 V continuous sheathing such as plywood sheathIg(TC)and/or drywall)BC). PSA UL :`` DATE: 8/10/2015 me overall structure Is the responsibility of the building designer. 3.23 Impact bridging or lateral bradng required where shown++ SEQ. : Ni3 4 5 910 4.No load should be applied to any component until atter as bracing and 4.Installation of truss Is Be responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design wads be applied toany component. and are for"dry condition.or uea. '�( [ s'y�] / .t 5.ComprTnn has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim et wedge H EXPIRES: 12/31./20#6 fabrication,handling,shipment and installation of components. necessary. [-� 7.Platshall ee adequate drainage is press, August 10,2015 8.This design b furnished subject to me limitations sat forth by 8.Plates shall be located on born faces of Was,and placed so their center TPII TCA in BCSI,copies of which will be furnished upon request. lines colndde with joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.8.8(1 L)-Z 10.For basic connector plata design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS HIP CORNER RAFTER 11-3-12 FOR 8-0-0 SETBACK Refer to CompuTrus rafter detail for complete specifications. LOAD DURATION INCREASE = 1.15 CHORDS: LOADING 2X9-2 SF #16BTR TOP CHORD LL + DL = 32.0 PSE 11-02-09 9-00 TT T M-3x6(5) PROVIDE SUPPORT 12 8.49 V M-5x8 40S1:1 M-3x6 M-3x6 M-3x6 M-3x8 r1 1 MiN in 0 o I ���ED PR��fiss o cy9�, NGtNE�1 /© y y 'L 1-07-02 11-03-12 y 7-00-02 y �" $97$2PE �<` b y 19-11 , z--/, � `t / JOB NAME : 7-D POLYGON 7-D NH - AR , - . Scale: 0.3519 ( WARNINGS: GENERAL NOTES, unless otherwise noted: '9 /O� REGON O. vy�,. AR I.Builder and erection conhaclor should be advised or at General Notes 1.This design Is basad only upon the parameters shown and Is for an individual �� V� r, 4:z-- Truss: R nd Warnings before construction commences. building component.Applicability of design parameters and proper �� 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. \ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be leteretiy braced et {] Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively anises braced throughout their length by �R U T DATE: 8/10/2015 the overall structure lathe res continuous sheathing such as plywood sheathing(TC)and/or dlywan(BC). responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ SEQ.: K 13 9 5 911 4.No load should be applied to any component until after all bredng and 4.Installation of hues Is the reeponslbllity of the respective contractor. fasteners are complete end at no thee should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design loath beapplied to any component. and are for•drycondition'ofuse. EXPIRES: 12/31/2016 5.CompuTrus has no conboh over and assumes no responsibility for the 6.Deg assumes full bearing et all supports shown.Shim or wedge if August 10,2015 shipmentand InsI llalIon of components. ry fabrication,handling,alt 7.Design assumes adequate drainage Isprovided. 8.This design Is furnished subject to the0 limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center tinea. MITek USA,Inc./Com uTrus Software 6.2.3 S.Digits indicate size of plate in inches. 1 L Inc./CompuTrus ( )-Z 10.For bask connector plate design values see ESR-1311,ESR-1988(Musk) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=10) 0 BC: 2x4 RIDE #1&BTR SPACED 24.0" O.C. 2-3=(-154) 86 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-9=( -44) 0 BC LATERAL SUPPORT 0= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 6.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 309V -58/ 170H 5.50" 0.49 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 2.2" 0/ 41V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 5.0" -130/ 141V 0/ OH 1.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "ow spac4g. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=1,/180 AND BOTTOM CHORD LIVF4 LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" -/ MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = -0.000" @ 3'- 11.7" Allowed = 0.056" 12 MAX TL CREEP DEFL - -0.000" @ 3'- 11.7" Allowed = 0.074" MAX TC PANEL LL DEFL = 0.027" @ 2'- 1.4" Allowed = 0.283" 12.00 17 3 MAX TC PANEL TL DEFL - 0.026" @ 2'- 1.4" Allowed - 0.425" MAX HORIZ. LL DEFL = -0.001" @ 3'- 4.3" dMAX HORIZ. TL DEFL = -0.001" @ 3'- 4.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a' load duration factor=l.6, .1 Truss designed for wind loads o in the plane of the truss only. I rn /- . Ln o 5 -1 M-3x4 1 b 1 , 5 1-00 3-05 0-06-11 (PROVIDE FULL BEARING;Jts:2,5,3 I '<(.• �8 :.D PR O`E. 04, �c. \AGIN4. k, 89782PE JOB NAME : 7-D POLYGON 7-D NH - BJ2 Scale: 0.6043 - _ WARNINGS: GENERAL NOTES, unieceotherwleo noted: Cr. OREGON Truss: BJ2 Builder and erection contractor should be oddest of all General Notes This design le based only upon the parameters shown and is for an indtduel M1•• end Wamings before construction commences. building component Applicability of design parameters and proper J *J 2 244 compression web bracing must be Installed where shown+. Incorporation of component is the reeponsiblliry of the building designer. �n (/^ �?w� 3 Additional temporary bracing to Insure stability during stmencesyta of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/10/2015 the overall structure Is the responsibility of Me building designer. 2x Impact sheathing Word as plywood airedsheatn ere sand/or drywall(BC). f„#" ` 3.241mpecl brldgi or lelerel bracing required where shown++ L SEQ. : K1 3 4 5 912 4.No load should be applied to any component until after all Erodes and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment TRANS I D: LINK design bads be applied to any component. and are for'dry condition'of use. 5.Com Tros has no control over and assumes no ree.Design assumes fait bearing et all supports shown.Shim or wedge g EXPIRES: 12/31/2016 pu responsibility for the necessary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage to prodded. August 10,2015 6.This design is fumiahed subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center TPI/WICA In SCSI,copies of which will be famished upon request lines coincide with joint teeter lines. MITek USA,Inc./Com uTrus Software 7.6.6)L E 9.Digits Indicate size of plate b Indies. P ( 10.For bask connector plate design values see ESR-1311,ES19-19138(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER .SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x4 KDDF d1&BTR SPACED 24.0" O.C. 2-3=(-301) 249 3-4=( -76) 51 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -15/ 302V -90/ 224H 5.50" 0.48 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 2.2" 0/ 36V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 4.3" -187/ 241V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -54/ 74V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci4lg. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LLsL/240, TL-L/180 4 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" -' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 1'- 8.3" Allowed = 0.283" MAX TC PANEL TL DEFL = 0.009" @ 1'- 8.3" Allowed= 0.425" 6 MAX HORIZ. LL DEFL = -0.003" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 5'- 10.9" 12 Design conforms to main windforce-resisting 12.00 system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. v v 0 I b M 0 , NFAI Lo O -7 I f ...=... 5�l O M-3x4 1-00 3-05 2-06-11 et0 PRQpFS,„ 'PROVIDE FULL BEARING;Jts:2,5,3,4 I '` V w ':- ,897827E <' JOB NAME : 7-D POLYGON 7-D NH - BJ3 x .... l Scale: 0.4703 WARNINGS: GENERAL NOTES, unless otherwise noted: /�/''� 1.Builder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown end is for en Individual % V R EG O N ". Truss: BJ3and warnings before construction commences building component Applicability of design parameters end 2 bet cam g pareo a preps/ �/� �'� 14 pression web bracing must be Installed where shown Incorporation of component is the responsibility f Me building designer. ,{J A { IS.. 3 Additional temporary bracing to Insure stability during construction 2.Deaton assumes Me lop end bottom unless ba to be laterally braced at 7,('� Tl R ',:J "G.- Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at ill'o.c.respectively unless braced throughout their length by TlirNrit • DATE: 8/10/2015 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required where and/or drywall(BC). P, n O L `\ 9 3.2x Impact bddging or lateral bracing required where shown l e PA SEQ. : Ki3 4 5 913 4.No load should be applied to any component anal after all bracing and 4.Installation or truss is the reasonability of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design a mes trusses are to be used In a nocorrosive environment, TRANS ID: LINK design loads beapplied toany component. and arerw drycondnlan^arsee. n 6.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all support.shown.Shim or wedge If am EXPIRES; 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design sumel adequate drainage Is provided. August 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of trona,and placed so their center TPIM?CA In BCS',copies of which will be famished upon request lines coincide with joint center lines. MiTak USA,Inc./Com uTrus Software 7.8.6 1 L 9.Digits Indicate size of plate In inches. @ ( )'E 10.For bask connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-437) 346 3-4=(-172) 90 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING 4-5=( -44) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 6.7" TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 POE' Ground Snow (Pg) 0'- 0.0" -8/ 288V -118/ 302H 5.50" 0.46 KDDF ( 625) 3'- 2.2" 0/ 31V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 4,3" -259/ 323V 0/ OH 1.50" 0.41 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 5.0" -144/ 180V 0/ OH 1.50" 0.23 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICDND 2• D 'sill h k d t Otis q " phi-�g, AND BOTTOM CHORD LIVE LO$DS ACT NON-CONCURRENTLY. -1 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" /12 ' MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = -0.000" @ 7'- 11.7" Allowed = 0.056" MAX TL CREEP DEFL - -0.000" @ 7'- 11.7" Allowed = 0,074" MAX TC PANEL LL DEFL = 0.007" @ 1'- 10.9" Allowed = 0.283" MAX BC PANEL TL DEFL = -0.005" @ 1'- 9.9" Allowed= 0.167" MAX HORIZ. LL DEFL = -0.005" @ 7'- 4.3" MAX HORIZ. TL DEFL= -0.005" @ 7'- 4.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. I P 0 co M O„, EMMEMEMEMMIIMO 1 b / y 1-00 3-05 I 4-06-11 y ��c,,�ss, \AGP EF-Ivo�y� PROVIDE FULL BEARING;Jts:2,6,3,4 -v V Ct 89782PE fir"" JOB NAME : 7-D POLYGON 7-D NH - BJ4 6 t _ Scale: 0.3947 / . WARNINGS: GENERAL NOTES, unless ooreseiee noted: /� TrussBJ4 1Builder and erection contractor ehoald be advised of all General Notes 1.This design is based on y upon the parameters shown end le for an individualv" OREGON y•s1• YJ and Warnings before construction commences building component.Applicability of design parameters end proper fl 2.2v4 compression web bradng must be Installed where shown+ Incorporation of component la the responsibility of the bulWing designer. �j "a4 y�I}..` 3 Additional temporary bracing to seem stability dc,l g conatrud on 2.Design assumes the top and bottom chords to be laterally braced at 7 �C- b the responsibility of the erector.Additional permanent bracing of Y on..end at 10 o.c respectively unless braced throughout their length by DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. continuous20lopedsheathing suchr l b plywoodcinrequiredsiwere show) n drywell(BC). p,S U Y �` 3.In Impact truss or thlerelbrecugityof Whpreshe cote /•1 L SEQ. : Ni.3 4 S 9�.4 4.No load should be applied to any component until after all bracing and 4.installation of hues la the reapondblllty of the respective contractor. fasteners ere complete end at no time should any loads greater than 5.Design assumes Imases are to be used in a noncorrosive environment, TRANS I D: LINK design beds be applied to any component. and are for'dry condition'.of use. 5.Com uTrus has no control over end assumes no res 8.Design assumes filet bashing Cl all supports shown.Shim or wedge if EXPIRES: 12/31/2016 P responsibility the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 1 0,201 rJ 8.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIieTCA in BCSI,codas of which wit be furnished upon request. lines coindda with Joint center lines. Wok USA,IncJCom uTrua Software 7.6.6 1 L E 9.Digits indicate slze of plate In inches. P ( )- 10.For basic connector plate design values es ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS HIP CORNER RAFTER 4-09-10 FOR 3-5-0 SETBACK Refer to CompuTrus rafter detail for complete specifications. LOAD DURATION INCREASE = 1.15 Truss designed for 9x2 outlookers. 2x9 let-ins CHORDS: of the same size and grade as structural top LOADING chord. Insure tight fit at each end of let-in. 2X4-2 DF N1&BTR TOP CHORD LL + DI. = 32.0 PSF Outlookers must be cut with care and are permissible at inlet board areas only. 4-00 12 8.49 V PROVIDE SUPPORT 12 8.49 7 M-5x8 M-3x6 #61 M-3x6 • e M-3x6 M-3x8 o f- '' M-1.5X4 OR EQUAL AT NON-STRUCTURAL MEMBERS. I �� N 0 <c?EO PRQFF0s y 1-07-02 y 4-09-10 y 6-10 y ! NG'NEF9 /0 1, y y " , 89782PE 1"44 ,_ 13-02-12 JOB NAME : 7-D POLYGON 7-D NH - BR ,1- 'V Scale: 0.4868 Cr' WARNINGS: GENERAL NOTES, unless otherwise noted: /A �/li O" EGON(�(^, �'" 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual1,9Y.�� .1 y �{}�, Truss: BR end Warnings before construction commences. building component Applicability of design parameters end proper 2.2x4 compression web bracing must be Metalled where shown.. Incorporation ofcomponent is the reaponsibllity oftine building designer. 3.Additional temporary bracing to Insure stability during conslrudion NI 2.Design assumes the top end bottom chants to be laterally braced al dirh,4 tit- .i la the responsibility of the erector.Additional pennananl bracing of 2'o.c.and al 10'o.c.reach as p y unless braced throughout their length by f"� `` continuous sheathing such as plywood sheathing(7C)and/or tlrywall(BC). DATE: 8/10/2015 me overall structure Is the responsibility of the bidding designer. 3.2x impact bridging or lateral bracing required where shown.. SEQ. : K 1 3 4 5 9155 4.No bad should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective canirador. EXPIRES: ['] c .t n�] r„ �+ fastener,are complete and at no time stwu/any loads greater than 5.Design assumes mases are b be used Ina nenconoslve environment, {,�X PI fl�t7: i CIJ�7 GO V TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing et all supports shown.Shim or visage t August 10,2015 fabrcatlon,handling,shipment and Installation of components. ],Design assumes adequate drainage is provided. ' 8.This design 4 furnished subject tome limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPI0NTCA in SCSI,copies s/which will be furnished upon request lines coindde with joint center lines. 9.Digits indicate she of plate in Inches. MITek USA,Inc./CompuTrus Software 6.2.3(1 L)-Z 10.Fm bask connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/C9=1.00 TC: 2x4 KDDF 1613TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2-10=(-939) 1626 3-10=(-174) 294 4 BC: 2x6 KDDF 16BTR 2- 3=(-2523) 744 11-18=(-367) 1766 10- 5=( -68) 697 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-2356) 744 11- 8=(-367) 1633 10- 5=(-362) 285 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1622) 580 5-11=(-342) 275 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-1631) 584 6-11=( -58) 677 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 125.01+51( 35.0)= 160.0 PLF 8'- 0.0" TO 19'- 0.0" V 6- 7=(-2367) 799 11- 7=(-173) 295 TC UNIF LL( 50.0)+DL( 14.0)- 69.0 PLF 14'- 0.0" TO 22'- 0.0" V 7- 8=1-2539) 720 BC UNIF LL( 0.0)+DL( 50.0)- 50.0 PLF 0'- 0.0" TO 22'- 0.0" V 8- 9=( 0) 80 NOTE: 2x4 BRACING AT 24"01 UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)- 597.3 LBS @ 8'- 0.0" TC CONC LL( 966.7)+DL( 130.7)= 597.3 LBS @ 14'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE • 0'- 0.0" -523/ 2249V -217/ 217H 5.50" 3.60 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -527/ 2257V 0/ OH 5.50" 3.61 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL- -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = -0.046" @ 11'- 0.0" Allowed = 1.054" 7-11-11 6-00-10 7-11-11 fMAX TL CREEP DEFL = -0.092" @ 11'- 0.0" Allowed = 1.406" T T T MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" I 4-00 3-11-11 3-00-05 3-00-05 3-11-11 4-00 MAX TL CREEP DEFL - -0.003" @ 23'- 0.0" Allowed= 0.133" 1597.308 1597.30# f fMAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 12 7M-4x6 M-4x6 12 MAX HORI Z. TL DEFL = 0.028" @ 21'- 6.5" 12.00 M-3x4 71 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4#4,'PO Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5X3 M-1.5x3 3 4111111 \ , • M M O O o li /,MIIMIIIIIIMIImmm''"''' 0 ''.. N 11 10 o M-3x6 M-3x8 M-5x6(S) M-3x8 M-3x6 0 y y y y 7-08-08 6-07 7-08-08 b 10-00 l 12-00 y �ti�E� PR�ps 1-00/ 1 k �c t.1GIN '&' / 22-00 1-00 wc.., '7' ). / 89782PE *I''...„ JOB NAME : 7-D POLYGON 7-D NH - Cl / '� . _- Scale: 0.2557 /2, WARNINGS: GENERAL NOTES, unless otherwise noted: i (y RE(- `,,, ._I 1 Sunder and erection contractor should be advised of all General Notes 1.This design A based only upon the parameters shown end is for an Indbdual i OREGON " Truss: Cl and Warnings before construction commences. building component Applicability of design parameters end proper O �P incorporation 2 2x4 compression web bracing must be Installed where shincorporation of component la the responsibility of the building designer. 2 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced at IRy .16 Is the responsibility of IM erector.Additional permanent bracIng of T o.c.end at 10 o.c.respectively unless braced throughout their length by �1 DATE: 8/10/2015 tine overall structure is the res continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PR UL ponsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown rt+ SEQ. : K 13 4 5 916 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greeter than 5.Design assumes busses are to be used in a noncorrosive enwronnent TRANS I D: LINK design loads be applied to any component. and ere for'dry condition'of use. 5.Compul us has no control over and assumes no responsibility for the S.Design assumes full bearing at ell supporta shown.Shim or wedge if EXPIRES;. 12/31/2016 fabrication,handling,shipment and Installation of components. necessary. 6.This design Is furnished subject to the limitations set forth by T.Plates assumes adequateothfcetopross,an August O,2O15 e.Plates shall be located on both laces at iroas,and placed so their center TPIANTCA in SCSI,copies of which wtl be furnished upon request lines coincide with joint center line. MiTek USA,Inc./Com uTrus Software 7.8.6 iLE 9.Digits Indicate sin of plate in inches. P ( 10.For basic connector plate design values see ESR-1311,ESR-1980(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2-12=(-163) 752 3-12-(-196) 181 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3-(-1049) 364 12-13-(-101) 658 12- 4-(-141) 383 WEBS: 2x9 KDDF STAND 3- 4-( -887) 397 13-10=(-191) 652 12- 6=(-172) 130 LOADING 4- 5=( 0) 0 6-13-(-172) 130 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 4- 6-) -565) 338 8-13=(-142) 382 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 8=( -565) 338 13- 9-(-196) 181 TOTAL LOAD- 42.0 PSF 7- 8=( 0) 0 - 8- 9-( -887) 397 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1049) 364 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 80 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 9-11-11 2-00_10 9-11-11 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) T 0'- 0.0" -241/ 1038V -220/ 2200 5.50" 1.66 KDDF ( 625) 22'- 0.0" -241/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) 9-00 3-10-09 2-01-07 j, 1r 00-05 3-10-09 9-00 T T T 'f • T T ern r n r ,a F i-N poP)1 t f 2 d FL.i�,g. 1-00-05 2-01-07 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 8-00 8-00 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed - 0.100" T MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" 12 7 12 MAX LL DEFL= 0.019" @ 11'- 0.0" Allowed = 1.054" MAX TL CREEP DEFL= -0.035" @ 11'- 0.0" Allowed = 1.406" 12.00 N12.00 MAX LL DEFL - -0.002" @ 23'- 0.0" Allowed - 0.100" M-4x6 MAX TL CREEP DEFL - -0.003" @ 23'- 0.0" Allowed- 0.133" M-4x6 MAX HORIZ. LL DEFL - 0.007" @ 21'- 6.5" M-3X4 • MAX HORIZ. TL DEFL - 0.012" @ 21'- 6.5" 4. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, 1=24.2ft, TCD1,=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 11\111 , in the plane of the truss only. M-1.5x3 M-1.5x3 o m 1.17 a OI 12 13 lt O o M-3x4 M-3x8 M-5x6(5) M-3x8 M-3x4 1 0 1 1 1 1 7-08-08 6-07 7-08-08 i:O P R()Fe 1 1 to 00 1 12 0o y 1 �7��G v4G�NE, - /p 00 22-00 1-00 w `� 89782PE v JOB NAME : 7-D POLYGON 7-D NH - C2 Scale: 0.2557 Ia OREGON �<fj WARNINGS: GENERAL NOTES, unless olherw,senoted: 94/OREGON d Truss: C 2 • 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an indWidual ,.a/ and Warnings before construction commences. building component Applicability of design parameters and proper J ) Al R Y " `�" �rle GO� 2 2x4 compression web bracing must be Installed where shown+ Incorporation of component la the responsibility of the building designer. (,- _ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced al 'f Jy [�\y Is are responsibility of the erector.Additional permanent bracing of �^c.and at 10'o.c.respectively unless braced throughout their length by A U `' DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.So Impact bridginginuous )or lateral braGng required where ng such as plywood shown/c drywall(BC). SEQ. : K 1 3 4 5 917 4.No load should be applied to any component until after all bracing and 4.Installation of rues Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-aorroarve environment, EXPIRES: 12/31/2016 TRANS I D: LINK design loads be applied to any component. and are tor'dry condition.of use. 5.CoTrus has no control over and assumes no res 8.Design assumes full bearing at all supports shown.Shim or wedge 8 August 10,2015 mpu responsibility for m° weeery. fat/Hcaoon,handling,shipment and Installation of components. T.Design assumes adequate drainage is provided. 8.This design Is furnished subject to the limitation set forth by 8.Plates shall be located on both faces of truss,and placed so their center TFIM/TCA in BCSI,wpbs of which will be furnished upon request lines colndde with Joint center lines. MITek USA,ins/Com uTrus Software 7.6.6(1 L E 9.Digits indicate size of plate In Inches. P )- 10.For basic connector plate design values see ESR-1311,ESR-1988(MITA) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91613TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2- 8=(-93) 892 3- 8=(-377) 349 BC: 2x9 KDDF 916BTR SPACED 24.0" O.C. 2- 3=(-1094) 254 8- 9=(-52) 551 8- 4=(-249) 614 WEBS: 2x9 KDDF STAND 3- 4=( -987) 931 9- 6=(-93) 715 4- 9=(-249) 614 LOADING 4- 5-) -987) 931 9- 5-(-377) 399 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1094) 254 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 80 TOTAL LOAD = 92.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -187/ 1038V -307/ 307H 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -187/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. I_ IC OND. 2• D :a4...),...)-1.."..,.......-1. ev. n. 1.---.-s-Mr+r•Ika a-r. 4 g. 11-00 11-00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T f f MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5-07-10 5-04-06 5-04-06 5-07-10 MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" T f f f fMAX LL DEFL = -0.028" @ 7'- 5.1" Allowed = 1.054" MAX TL CREEP DEFL = -0.051" @ 7'- 5.1" Allowed= 1.906" 12 12 MAX LL DEFL= -0.002" @ 23'- 0.0" Allowed= 0.100" M-4x6 12.00 12.00 MAX TL CREEP DEFL= -0.003" @ 23'- 0.0" Allowed= 0.133" 4.0" 4 ,F-,, MAX HORIZ. LL DEFL- 0.013" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.019" @ 21'- 6.5" Design conforms to main windforce-resisting 1' system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. /fjjjr M-1.5x3 5(S) M-3x4 M-3x4 I 0 7-05-01 7-01-13 7-05-01 t. b l PROF,- -<0\ o �-< \ Nssto 10-00 12-00 CoG � /y y tlO -00 22-00 1-00 L -Jr,.<`�' 89782PE JOB NAME : 7-D POLYGON 7-D NH -. C3 Scale: 0.2279 ,' ,.< WARNINGS: GENERAL NOTES, unless otherwise noted: (. . 40 Truss: (.,3 1.Builder and erection contractor should be advised of all General Nates 1.This design le based only upon the parameters shown and is tar an Individual 9 OREGON '5 and Warnings before construction commences. building component Applicability of design parameters and properV Q '�" 2.2x4 compression web bracing must be Installed where shown.. incorporation of component 4 the responsibility of the building designer. ./"�Xh 3.Additional temporary bracing to Insure stability during construction2 Design assumes the top and bottom chorda Io be laterally braced at ✓ �4 R Y 1 6 s (tj Is the responsibility of the erector.Additional permanent bracing of 2(Ie.end e110 e.c.respectively unless braced throughout their length by DATE: 8/10/2015 continuous sheathing each as plywood sheathing(TC)and/or drywail(BC). PA U L '\` the overall am,dure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. SEQ. : Ki3 4 5 918 4.No and should be applied to any component until after all bracing and 4.installation of truss N the responsibility of the respectNe contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes nieces are to be used in a nae-corrosive environment, TRANS I D: LINK design loads be apptted to any component. and are for.dry condition'of use. 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Stile or wedge it EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. necessary. 8.Plates assumes caIldedoneathifaceIs ptrusided.s, August 10,2015 S.This design is forms.shipment subjectatw to the limitationsbtos set forth by B.Plates shell e u located center both feces of Cross,end placed so their canter TPIMTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6 1 L-E 9.Digits indicate she of plate in Inches. P ( ) 10.Far bask connector plate design values see ESR-1311,ESR-1 988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 24-08-08 FROM 10-00-00 TO 16-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl-1.00 TC: 2x9 KDDF B1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2-10-(-738) 3566 10- 3=( 0) 202 BC: 2x6 KDDF (k1&BTR 2- 3-)-5448) 1170 10-11-(-738) 3564 3-11=) -176) 204 WEBS: 2x4 KDDF STAND; LOADING 3- 9=(-5194) 1226 11-12=)-706) 3548 11- 4-( -558) 2520 2x6 KDDF #2 A LL -25 PSF Ground Snow (05) 4- 5=)-4102) 1088 12-13-(-666) 3598 4-12=(-2030) 592 TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(-4104) 1088 13-14-)-930) 4728 12- 5-(-1474) 5530 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL) 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 10'- 0.0" V 6- 7-(-5268) 1248 14- 8-(-936) 4756 12- 6=(-2176) 634 BC LATERAL SUPPORT <- 12"OC. SON. BC SNIP' LL( 283.9)+OL) 213.0)- 496.9 PLF 10'- 0.0" TO 16'- 0.0" V 7- 8-(-7246) 1588 6-13-) -612) 2622 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 16'- 0.0" TO 22'- 0.0" V 8- 9=( 0) 80 13- 7=(-1556) 434 OVERHANGS: 12.0" 12.0" 7-19=( -530) 2578 ADDL: BC CONC LL+DL= 2651.0 LBS @ 8'- 0.0" • ADDL: BC CONC LL+DL= 2442.0 LBS @ 18'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 2 ) complete trusses required. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Join together 2 ply with 3"x.131 DIA GUN nails staggeredLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -955/ 4328V -306/ 306H 5.50" 6.93 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -1276/ 5702V 0/ OH 5.50" 9.12 KDDF ( 625) at: 9" oc in 1 =ow(s) throughout 2x4 top chords, BOTTOM COOED CHECKED FOR DOPSF LIVE LOAD. TOP 9" oc in 2 ow(s) throughout 2x6 bottom chords, 9" oc i AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. 'COND. 2: Design checked for netspacing. F psf) uplift at 24 "oc VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 11-00 11-00 MAX LL DEFL= -0.001" @ -1'- 0.0" Allowed- 0.100" T MAX TL CREEP DEFL= -0.001" @ -1'- 0.0" Allowed- 0.133" 4-01-12 4-00 2-10-04 2-10-04 4-00 4-01-12 MAX LL DEFL= 0,061" @ 14'- 1.7" Allowed = 1.054" MAX TL CREEP DEFL= -0.169" @ 14'- 1.7" Allowed = 1.406" MAX LL DEFL = -0.001" @ 23'- 0.0" Allowed= 0.100" 12 12 MAX TL CREEP DEFL - -0.001" @ 23'- 0.0" Allowed- 0.133" M-4x6 12.00 7 7112.00 4,0" MAX HORIZ. LL DEFL - -0.015" @ 21'- 6.5" 5 MAX HORIZ. TL DEFL- 0.034" @ 21'- 6.5" *** HANGER TO APPLY CONC. a WARNING:TRUSS NOT PLATED SYMMETRICALLY. LOAD(S) EQUALLY TO ALL MEMBERS. MARK TRUSS PRIOR TO INSTALLATION TO • ENSURE PROPER ORIENTATION AS SHOWN. Design conforms to main windforce-resisting system and components and cladding criteria. M-3x5 M-3x5 Wind: 140 mph, h=29.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 ''b (A11 Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loa:1YPh s in the plane of the truss o . M-3x9 Lzllybao oofragm. .. M-3x6 +-2x9 brace required re o Aid, M-5x10 m `.� 51weeALAihilkiN llIe O 10 11 12 13 14 8 0 Io M-5x10 M-1.5x3 M-6x8 0.25" M-3x5 M-3x8 1 o ( ryp f +•+ 2651A M-7x8(S) +� 2992A `���� r n Ores y y �' , y y �LyG CN R /44-00 3-10-04 3-01-12 3-01-12 3-10-04 4-0077.....co . > y 1-00 22-00 i-00 89782PE ��' JOB NAME : 7-D POLYGON 7-D NH - C4 Scale: 0.1932 •-.74/(/OREGON tet" WARNINGS: GENERAL NOTES, unless otherwise noted: 4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en ndry dual �.-,,,a ^ 4 2 Qb� Truss: C4 and wam:n s before construction commence= build/ -�/ 'l t g building component.orient Is Applicability r design parameters and proper 2 2v4 compression web bracing must be installed where shown 4. Incorporation of component Is the responsibility of me building deslgnar. _ 3 Addmonal temporary bracing to Insure stability during constmdlon 2 Design assumes the tap and bottom chords to be laterally braced at 7yA (�,V la the responsibility of the erector.Additional permanent bracing of 2'o.c.end et 10'a.c.respectively unlea9 braces throughout their length by R"" `` structure is the recontinuous sheathing such as plywood sheathing(TC)and/or drywen(BC). DATE: 8/10/2015 me overall structure responsibility of me building designer. 3. Impact bridging or lateral bracing required where shown++ SEQ. : K 13 4 5 919 4.No load should be applied to any component unto after all it bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater man 5.Design assumes trusses are to be used Ina non-corroslve environment TRANS ID: LINK design loads be applied to any component. and arefor-drycondition.ofuse. EXPIRES: 12/31/2016 5.Compurnn has no control over and assumes no responsibility for 6.Design assumes Pon bearing at all supports shown.shim or wasps d August 10,2015 fabrication,handing,shipment and Installation of components. neaeeary. 6.This design is famished subject to me limitations set fort by 7.Design assumes adequate drainage is provided. 8.Plates shall be located an both faces of truss,and placed so their center TPIAYTCA In SCSI,copies of which will be furnished upon request. linea colndde with joint center lines. 9.Digits Indicate size of plate In inches. MfTek USA,Inc./CORIpuTrus Software 7.6.6(1L}E 10.For basic connector plate design values see ESR-1311,ESR-/gee(MITek) • • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS HIP CORNER RAFTER 11-3-12 FOR 8-0-0 SETBACK Refer to CompuTrus rafter detail for complete specifications. LOAD DURATION INCREASE = 1.15 CHORDS: LOADING 2X4-2 DF 81&BTR TOP CHORD LL + DL = 32.0 PSF M-3x6(5) ,„./1/ 11-02-04 PROVIDE SUPPORT M-5x8 12 M-3x6 8.49 V y y 4-02-03 M-3x6 110 M-3x6 110 M-3x8 o /Nal Lr: AMMI PRO F4- 1-07-02 11-03-12 89782P / JOB NAME : 7—D POLYGON 7—D NH — CR 17-01-01 Scale: 0.4082 -14,OREGON WARNINGS: GENERAL NOTES, uMeaa otherwise noted: ,�r Truss: C R 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an individual y (4/�s�� + (k, and Warnings before construction commons.. building component Applicability of design parameters end proper 77 /Y M,� 2.2x4 compression web bracing must ba installed where shown t. Incorporation of component la the responsibility of the building designer. �,t 3.Additional temporary bracing to Insure stability during construction 2.Design saunas the lop and bottom 0,5 ter to be laterally braced al /ceA U {�`V Is the responsibility of the erector.Additional permanent bracing of cono.c.and sheathinguous t 1Cf on.each as ply unless breted throughout their length by P DATE: '8/10/2015 the overall structure is the responsibility of the building designer. 3.2z impact act britl in or such as acne airsha where a shown )end/or drywell(BC). P Inns 9 or lateral bracing required the respe she contractor. oo SEQ.: K1395920 4.No load shouldrebe aleeientol any component uny after all erecinhand 4.Deslor enufesristee responsibilitytoftheon-crros dendron fasteners are complete end al no timempo should any loads greater then 5.Dealer assumes%fry busses are b be used Inc non-corrosive environment. EXPIRES: 12/31/2016 TRANS ID: LINK design loads be appliedte.ny compomant and ere assumes bm.ofbearing use. 5.CompuTrus has no control over and assumes no reeponelbiBty for the 8.Design assumes full beadng al all supports shown.Sbim a wedge H necessary. aAugust 10,2015 fabrication,handling,shipment and Installation of components. T.Design assume.adequate drainage Is provided. 5.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,end placed so their center TPI/WTCA in SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 6.2.3 Z I.Digits Indicate size of plate In Inches. 1 L P ( )" 10.For beak connector plate design values see 055-1311.ESR-1958(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=1-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1-1504) 335 8- 9=1-103) 834 8- 4=(-111) 492 WEBS: 2x4 KDDF STAND 3- 4=1-1318) 338 9- 6=1-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=1-311) 220 TC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1504) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORS BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: D+-.',qr�e uti-+. liue, v. ,:)_. ;_-___l ..�.4,. . -r,ti g. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.043" @ 14'- 5.8" Allowed- 1.054" MAX TL CREEP DEFL= -0.088" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL= 0.002" @ 23'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL a 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 system and components and cladding criteria. 1' 1' 1' 5-09-09 5-02-12 5-02-12 5-09-04 Wind: 140 mph, h=15ft, TCDL=4.2,BCIL=6.0, ASCE 7-10, 1' < >( >1' f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 M-4x6 12 End vertical(s) are exposed to wind, 6.00 v 6.00 Truss designed for wind loads 9.0" in the plane of the truss only. 4 . i( gt M-1.5x3lib M-1.5x3 3 O rnM O 111:1 9 2 o M-3x9 M-3x4 M-3x5(S) M-3x4 M-3x4 o b I I I 7-06-03 6-11-11 7-06-03 r� D p * 12-00 y 10-00 y 4E� rri.O�`t-- . i, ), y y ��LS�NC,INE'�5 �� 1-00 22-00 1-00 �� ,89782PE If, JOB NAME : 7-D POLYGON 7-D NH - Gl Scale: 0.2557 / s. WARNINGS: GENERAL NOTES, unless olherese noted: ��OREGON ..._. 1.Builder and erection contractor should be advised of all General Nates 1.This design is based only upon the parameters shown and b for an Individual hY, Truss: G 1 and Warnings before construction commences. building component Applicability of design parameters end proper r 2.2x4 compression web bracing must be Installed where shown«. Incorporation of component la the responsibility of the building designer. �� �� y., (.• 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bosom chords to be laterally braced et :7 � . Is the responsibility of me erector.Additional permanent bracing of 2'o.c.and at 1D'o.c.respectively unless braced throughout their length by /�.✓s DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 2a ops us sheathing sr each as plywood requiredsheatwhere shown and/or drywell(BC). A U L • \ 3.ix Impact bridging or labral bracing 4 it SEQ. : K 13 4 5 9 2 1 4.No load should be applied to any component until after all bracing and 4.Installation of truss N the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK deel n loads be applied to any component and ens for dg rendition5 of ueo. 5.Co Tras has no control over end assumes no res 8.Design sesames 931 bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 mpu responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.sign assumes adequate drainage is prodded. August 1 0,2015 6.Ohs design Is furnished subject to the Ilmilaeons set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In BCSI,copies of which will be furnished upon request lines coincide with Joint center lines. MRek USA,IncJCom UTNS Software 7.8.79.Digits Indicate size of plate In Inches. P (1E)-E 10.For basic connector plate design values see ESR-1311,ESR-1 988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciig. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&13TR SPACED 29.0" O.C. Design conforms to main ree-resisting system and components andd cladding criteria. TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h-15ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL= 25 POE Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UCN. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-00 11-00 "r '1 T 12 6D IIs-4x4 12 .00 3 Q 6.00 ii m5 4 2 0 M o �_ 1 C O M-3x5(S) M-3x4 M-3x4 12-00 10-00 y y �t Fq PRtk- 1-00 22-00 C?��� cNGINE S> w `x $9782PE �v- JOB NAME : 7-D POLYGON 7-D NH - GGE ' =T' Scale: 0.3682 WARNINGS; GENERAL NOTES, unless otherwise noted: Sm. 40 Truss: GGE1 Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and Is for an Indhldual l "r4! OREGON M. and Wemings before construction commences building component Applicability of design parameters and proper ,L� 2© 2.2x4 compression web bracing must be installed where shown v. Incoporelbn al component Is the responsibility of the bulidirg designer. ,yy V 3.Additional temporary bracing to insure Mobility during construction 2.Design assumes the top and bosom chords to be laterally braced at 7 Is Bre responsibility of the erector.Additional permanent bracing al 2'teal.and at 10 us respectively unless braced throughout their length by DATE: 8/10/2015 the overall abuaure is the responsibility of the banal designer. 2ondna Impact sheathing such as plywood q fired where and/or drywall(BC). , PAUL R` n9 9 3.2z bridginge or lateral bracing required the where shown t+ SEQ.: K 13 4 5 92 2 4.No road should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners ere complete and M no time should any beds greater than 5.Design assumes busses are to be used Ina non-corrosive environment, TRANS I D. LINK design loads be applied to any component. and are for%try condition•of use. 5.Co buTms has no control over and assumes no responsibility for the 8.Design assumes lull Dearing et all supports shaven.Shim or wedge H EXPIRES: 12/31/2016 MGMary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both laces of treos,end planed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. Imes coincide with joint center lines. MITek USA,Inc./Com uTrus Software 7.6.7(iL E 9.Digits Indicate size of plate In Inches. p )- 10.For basic connector plate design vahes see ESR-1311,EBR-1988(MHek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1-4=(-35) 32 2-9=(-99) 81 BC: 2x9 KDDF #1&13TR SPACED 24.0" O.C. WEBS: 2x9 DF STAND; 2'3x1 -7) 3 2x4 KDDF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. OL ON BOTTOM CHORD 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD = 42.0 PSF 1'- 0.0" -24/ 205V -18/ 43H 5.50" 0.31 KDDF ( 625) JT 1: Heel to plate corner = 5.25" 9'- 0.0" -18/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) I I COND. 21 Design checked for net( 5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ 0'- 0.0" Allowed= 0.100" BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.002" @ 0'- 0.0" Allowed= 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.009" @ 2'- 4.0" Allowed = 0.159" MAX TC PANEL TL DEFL = -0.005" @ 2'- 5.2" Allowed = 0.239" 3-00 MAX HORIZ. LL DEFL - -0.000" @ 3'- 8.2" MAX BORIZ. TL DEFL = -0.000" @ 3'- 8.2" 12 Design conforms to main windforce-resisting 4.00 system and components and cladding criteria. Wind: 140 mph, h=19.Bft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (Ali Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 o s- 5► ►'4 M-3x8 M-3x6 M-1.5x3 b I 3-00 l l 4-00 Cr<C G P E `>" , 89782PE JOB NAME: 7-D POLYGON 7-D NH - El Seale: 0.6150 �! ry(y h _.._4.3 I WARNINGS: GENERAL NOTES, unless oBervase noted. 14'4/ y OREGOIVIs).- Truss: E I 1 Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an indNidual �� AIRY h Y V ��"' end Warnings before construction commences. building component Applicability of design parameters and proper '7 2.2x4 compeaston web bracing must be installed where shown Incorporation of component la the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top anti bottom chorda b be laterally braced al PA S:;`V W the responelbl8y of the erector.Additional permanent bracing of T a.c.end a110'o.c.rsuolt a ply unless braced Throughout their length by UL DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)ing(C)ardor drywall(BC). 3.2s Impact bridging or lateral bracing required where shown rt 4 SEQ. : 1<1345923 4.No bad should be applied to any component unit after all bracing and 4.Installation of truss is the responsibility of the respectNe contracto7 fasteners are complete and at no time should any loads greater than 5.Design eaeumea Runes are to be used In a non-corrosive environment. TRANS I D: LINK design loads be applied to any component. and are ror'dy condition'of use. EXPIRES:B. 12/31/2016 5.CompuTres hes no control over and assumes no responsibility for the 000 Design assumes bra beating al all supports shown,shim or g August 10,2015 fabrication,handling,shipment and installation of components. s.This design k furnished aub)ed to the limitations set roan byT.Design assumes adequate drainage is provided. 8.Plates shall be located on both faces deltas,and placed so their ranter TPIANTCA in SCSI,copies of which will be furnished upon request. Imes coincide wire)olnt center lines. MITek USA.Inc./Com uTms Software 7.8.6 1 L 9.Digits indicate size of plate in Inches. p ( )-E 10.For bask connector plate design values see ESR-1317,ESR-7988(Wilk) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq-1.00 TC: 2x9 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 19 1-3=(0) 0 BC: 2,9,1 KDDF 81&BTR SPACED 29.0•' O.C. WEBS: 2x9 DF STAND LOADING BEARING MAX VERT MAX HORS BRG REQUIRED BAG AREA TC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 92.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) JT 1: Heel to plate corner = 5.25" 9'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 HOOF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.009" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" 6 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed = 0.183•' MAX TC PANEL TL DEFL = -0.010" @ 2'- 7.0" Allowed = 0.279" MAX HORIZ. LL DEFL - -0.003" @ 3'- 11.2" MAX BORIZ. TL DEFL = 0.003" @ 3'- 11.2" 12 Design conforms to main windforce-resisting 4.00 system and components and cladding criteria. -/ Wind: 140 mph, h=19.Bft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Ilf Truss designed for wind loads in the plane of the truss only. A N I r- 0 I .-I f 0 nt .----- I I 0 4>C 3�` M-3x8 M-3x6 <CtipOF PRSt9 ), 3-00 b F y 4-00 y ENGIN 447.0 R, /q0, PROVIDE FULL REARING;Jts:9,3,2 L7f]-7 (:- O2[DE -17_0. JOB NAME : 7-D POLYGON 7-D NH - E2 Scale: 0.9459 V /O1,,j WARNINGS: GENERAL NOTES, un less otherwise noted: ,4, 9,t. '•EGON () , . 1.Builder and erection contractor should be advised of as General Notes 1.GIN design Is based only upon the paremetere shown end is for an individual (o �� Truss: E 2 and Waminge before construction commences. building component.Applicability of design parameters end proper , 2.204 compression web bracing must be Installed where shown a. incorporation of component la the responsibility of the building designer. j,. 3.Additional temporary bracing to Insure stability dudng construction 2.Design assumes the lop and bottom chords to be laterally braced al �'y „A U L ' la the responsibility of the erector.Additional permanent bracing of 7 o.c.and e110'o.c.respectively unless braced throughout their length by !"' continuous sheathing such as plywood aheathire(TC)and/or drywall(BC). :DATE: 8/10/2015 the overall etmdura Is the responsibility of the building designer. 3.2x lamed bddging or lateral bracing required where shown a a SEQ. : K 1 3 4 5 9 2 4 4.No load should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respectle contactor. fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corroeNe environment, TRANS ID: LINK design loads be spelled to any component. and are tor"dry condition.of use. EXPIRES: 12/31/2016 5.camp0Trus has no control over and assumes no respanelbgty for the 8.Design assumes full beating et all supports shown.Shim a wedge H August 10,2015 mbdcation,handling,shipment and Installation of components. ssary. T.Designsassumes laded on bdoth is provided. 8.This design b furnished subject to the limitations set forth by B.plates shall be located on both faces of boas,and placed so their center TPINOTCA in SCSI,copies of which will be furnished upon request. lines roindtle with Joint center tins. MITek USA,Inc./Com uTrus Software 7.6.13(114-E 9.Digits indicate size of plate In inches. P10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 616BTR LOAD DURATION.INCREASE = 1.15 1-2=( 0) 80 2-4=10) 0 BC: 2x9 KDDF 416BTR SPACED 24.0" O.C. 2-3=(-18) 85 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD- 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -50/ 287V -32/ 99N 5.50" 0.46 ROOF ( 625) 1'- 10.9" -165/ 174V 0/ OH 1.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 65V 0/ OH 5.50" 0.10 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spaci6. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL- -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL - 0.009" @ 1'- 0.0" Allowed = 0.147" MAX TC PANEL TL DEFL = -0.008" @ 1'- 1.5" Allowed = 0.220" MAX BC PANEL LL DEFL - 0.013" @ 3'- 6.6" Allowed = 0.359" MAX BC PANEL TL DEFL = -0.081" @ 4'- 4.8" Allowed - 0.972" 1-11-11 MAX HORIZ. LL DEFL- -0.000" @ 1'- 10.9" ,( T MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 7 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 --/ Truss designed for wind loads in the plane of the truss only. v .y I oN O I O 0010edi/r-7- 1:11 memo, -, M-3x4 ,1 b y 1-00 (PROVIDE FULL BEARING;Jts:2,3,9 I 8-00 ��R Eo PR°Fes. ,.c..0- �cNGiNEF9 /per 89782PE �r JOB NAME : 7-D POLYGON 7-D NH Jl Scale: 0.6125 r WARNINGS: GENERAL NOTES, unless othenvise noted: / to, �'y 1- M, 40 Truss: J 1 I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and N for an Individual S. 1 -�,/R EOOI V ry'' and Waminga before construction commences. building component.Applkabnity of deelgn parameters and proper -fly 'V/� V 2.2x4 compression web bracing must be Installed where shown. Incorporation of component la the responsibility of the building deelgner .g t/Aa�, 2 , 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chortle to be laterally braced al , la the responsibility of the erector.Additional permanent bracing of 2 o e and at 10 o.c respectively unless braced throughout their length by ` DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. continuous ridging or Such a°plywood quireshedl here shown ander drywail(BC) n/(U +\` poo N 9 9 4.:s tmpad oftrus or thlaterelpreGrlg ry of the whpe co•contractor. 2'1 L SEQ. : K1395925 a.Neene load should se ,elbe ete anroany tee,hu:componenuntil soarsiteatewgane 4.Design assumes bthe responsibility.IsbeW the respective conlnclor. fasteners are complete end at no time should any sods greater than 5.Design ae.ama:wase:are lo be used in a non-corrosive enWnnmem, i t end are for"dry condition•of use. TRANS I D: LINK destip wads be applied to any component. 6.Design assumes full bearing at an supporta alown.Shim or wedge 6 EXPIRES: 12(31(2016 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment end installation of components. 7.Design assume°adequate drainage le prosded. August 1 0,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of was,and placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request lines coincide with)olnl center lines. 9.Digits indicate the of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design vetoes see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 919R/DDF/Cq=1.00 TC: 289 KDDF ill&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x9 KDDF R1&BTR SPACED 29.0" 0.C. 2-3=(-90) 113 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE W.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -3/ 358V -61/ 1619 5.50" 0.57 KDDF ( 625) 3'- 10.9" -198/ 181V 0/ OH 1.50" 0.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 72V 0/ 0H 5.50" 0.11 KDDF ( 625)1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacipg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed - 0.178" 3-11-11 MAX BC PANEL LL DEFL - -0.026" @ 3'- 6.6" Allowed - 0.359" 1' . MAX TC PANEL TL DEFL = -0.044" @ 2'- 2.3" Allowed = 0.503" MAX BC PANEL TL DEFL = -0.122" @ 4'- 1.4" Allowed = 0.472" 3 -/ MAX HORIZ. LL DEFL - -0.001" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9" 12.00 [77 Fr Design conforms to main windfo roe-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. a .-1 p_ 0 v O t tn t M-3x4 1 b y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 atD ��C ` GINE `r/ 2 '�� , 89782PE �r JOB NAME : 7-D POLYGON 7-D NH - J2 Scale: 0.5625 WARNINGS: GENERAL NOTES, unless otherwise poled / 41 Truss: J2 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an IndNiduel 5r OREGON ^K. and Warnings before construction commences. building component Applicability of design parameter and proper �r " (yY �" 2.2x4 compression web bracing must be Installed where shown*. incorporation of component la the responsibility of the building designer. 1,9 �4 a,, V Qh: 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bosom chords la be laterally braced at (-� Is the responsibility of the erector.Additional permanent bracing of 2'as.and al 10'o.c.respectively unless braced throughout their length by �j DATE: 8/10/2015 the overall structure is the responsibility or the boom designer. continuous sheathing such as plywood sheathing(7C)and/or drywall/BC). ir �"'A UL ``� Po tybuilding 9 3.2x Impact bridging or lateral bracing required where shown t i SEQ. : K 1 3 4 5 9 2 6 4.No load should be applied to any component until after all bracing and 4.Installation of trues Is the areponalblllry of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. end are m dry condition"of use. 5.Compuirus hes no control over and assumes no responsibility for the 8.Design assumes full bearing at as supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment end Insldllation of components. 7.Design assumes adequate drainage Is provided. August 1 O r 2O.r 1 5 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with Taint center lines. 9.Digits indicate size of plata In inches. MITek USA,Inc./CompuTrus Software 7.8.6(114-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.0. 2-3=(-149) 154 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -20/ 422V -90/ 224H 5.50" 0.68 KDDF ( 625) 5'- 10.9" -193/ 219V 0/ OH 1.58" 0.35 KDDF ( 625) ±L - 25PSFGroundSnow (Pg)25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 121V 0/ OH 5.50" 0.19 KDDF ( 625) Lo HECKED FOR A 20 PSF LIMITED STORAGE LOCATION(S) SPECIFIED BY IBC 2012. RD DEAD LOAD IS A MINIMUM OF 10 PSF. COND. 2: Design checked for net(-5 psf) uplift at 24 '•oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T < MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 -/ MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.249" @ 3'- 2.0" Allowed= 0.524" (� MAX BC PANEL TL DEFL = -0.229" @ 4'- 1.4" Allowed = 0.472" MAX HORIZ. LL DEFL - -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 011igilidilli Design conforms to m windforce-resisting system and componentsandcladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), d, load duration factor=l.6, I, ,� Truss designed for wind loads a, in the plane of the truss only. o � ru o /- ! o 0 M-3x4 1 y 1-00 ' 8-00 y std PR(Fe 'PROVIDE FULL BEARING:Jts:2,3,4 I c, IN `x /89782PE r JOB NAME : 7-D POLYGON 7-D NH - J3 Scale: 0.4574 WARNINGS: GENERAL NOTES, unless otherwise noted: ' (,r+ / OREGON E474/IV a�'- Truss: J3 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual "y' and Plantings before construction commences. building component Applicability of design parameters and proper 2 9/ 2 2x4 compression web bracing must be!retailed where shown 4. incorporation a component is the responsibility of the building designer. ,.(� (/� Y 3 Additional temporary bracing to insure stability during construction 2 Design assumes the lop end bottom chords to be laterally braced at 7 la gra responsibility of the erector.Additional permanent bracing of NA 2 o.5.and at 10 5,5.respectively unless braced throughout their length by \ DATE: 8/10/2015 the moron structure is the responsibility of bands designer. continuous sheathing such as plywood Meathing(TC)and/or drywall(BC) ', /(U L ' ^g 3.24 Impact bridging or lateral bredng required where shown++ �'1 I... SEQ.: K1345927 4.No bad should be applied to any component until after all bracing and 4.Installation of Inns is the are to be y of theen-nn@ro contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are b be used in a^onworrosive environment, design bads be applied to any component. end are for'dry condition'of use. TRANS I D: LINK 5.cam Ton has no control over and assumes no responsibility 8.Design a��uma full bearing el all supportshooar Shim a wedge H EXPIRES: 12/31/2016 pu aponslallty tar the necessary. + fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage b provided. August 1 0,2015 6.This design Is furnished subject to the limitations set forth by e.Plates shah be Nested on both laces of truss,and placed so their center TPIIWTCA In BCS1,copies ofwhich will be furnished upon request. lines coincide with joint center!Ines. 8.Dight Indlcale etre of plate in inches. MiTek USA,Inc./Co1lpuTrus Software 7.13.6(11.)-E 10.For basic connector plate design values see ESR-1311,ESR-1698(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #185TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(-178) 184 3-5=(-266) 256 BC: 2x4 KDDF #1&BTR - SPACED 24.0" 0.C. 2-3=(-267) 125 WEBS: 2x4 NODE STAND 3-4=(-121) 85 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -43/ 479V -121/ 292H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.5" -81/ 238V 0/ OH 5.50" 0.38 KDDF ( 625) 7'- 11.7" -89/ 120V 0/ OH 1.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=1/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-11 MAX TC PANEL LL DEFL = 0.017" @ 6'- 0.8" Allowed = 0.350" 1' '1 MAX BC PANEL TL DEFL - -0.160" @ 4'- 1.5" Allowed = 0.472" 4 -/ MAX HORIZ. LL DEFL - -0.003" @ 7'- 10.9" MAX HORIZ. TL DEFL= -0.003" @ 7'- 10.9" )� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 Truss designed for wind loads in the plane of the truss only. 12.00 M-1.5x3 c i t T 0 co m o f- .1 PIAIIMINIIIIIMIlliMMIMI I 0 1 M-3x9 M-1.5x3 R or -00 y 1-00 y (PROVIDE FULL BEARING;Jts:2,5,4 y <A;\ NGp EF'9` r>. 144 17 89782PE r JOB NAME : 7-D POLYGON 7-D NH - J4 Scale: 0.3686 „'� �- -__ WARNINGS: GENERAL NOTES, uniessotherwisenoted: OREGON /' '--- Truss: J4 Builder and erection contracts,should be advised of all General Notes 1.This design Is based only upon the parameters shown and is to an Individual J ''V O R EG OI V N. and Warnings before construction commences. building component Applicability of design parameters and proper -L/. J 2 2x4 compression web bracing must be Installed where shown+. Incorporation of component W the responsibility of the butitling designer. A+}iC'1 �,/4R �Sw� 3 Additional temporary bracing to Insure stability during conslmctan 2 Design assumes the lop end bottom chords to be laterally braced at 7 ]' �f iC Is IM responsibility of the erector.Additional permanent bracing of 2 o c and at 10 ea.respectively unless braced throughout(heir length by `('I DATE: 8/10/2015 the overall structure Is the responsibility of the buildingdeal continuous ridging or such as plywood airedsheatng(TC)and/or drywall(BC). PAUL. �� designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K 13 4 5 9 2 8 4.No bad should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater Ban 5.Design assumes trusses aro to be used Ina non-corrosive environment, TRANS I D: LINK design bads be applied to any component, and are for`dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 5.Desitin assumes full bearing al all supports shown.Shim or wedge it EXPIRES: 12/31/2016 fabrication.handling,shipment and Installation of components. amry. 7.Design assumes adequate drainage Is provided. August 1 0,2015 B.This design is furnished subject to be limitations set forth by A Plates shall be located on both feces&truss,and placed so their center TPIM?CA in SCSI,copies of which will be furnished upon request. lines coindde with joint center lines. Welt USA,Ina/Com uTrus Software 7.8.6 1 9.Digits Indicate alas of plate In Inches P (L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-147) 182 3-6=(-262) 212 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2-3=(-347) 125 WEBS: 2x4 KDDF STAND 3-9=(-327) 127 LOADING 4-5=(-159) 0 TC LATERAL SUPPORT <= 12"OC. U013. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. 130N. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL- 25 PSF Ground Snow (Pg) 0'- 0.0" -43/ 449V -140/ 398H 5.50" 0.72 KDDF ( 625) 7'- 9.5" -58/ 230V 0/ OH 5.50" 0.37 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -327/ 410V 0/ OH 1.50" 0.53 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacitg. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T l' MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.039" @ 9'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL- -0.047" @ 9'- 11.7" Allowed- 0.263" MAX TC PANEL LL DEFL= -0.028" @ 6'- 8.1" Allowed= 0.350" MAX BC PANEL TL DEFL - -0.157" @ 4'- 1.5" Allowed - 0.472" MAX HORIZ. LL DEFL - -0.007" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 7'- 10.9" 9 Design conforms to main windforce-resisting 4 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12.00 Truss designed for wind loads in the plane of the truss only. v' I P M-3x5 5 Ij 0 3 .i M •O t Pro_ -. O M-3x4 M-1.5x3 fn PR OFF ), ), ), ,i‘ �� ss 1-00 8-00 1-11-11 ��5 LAGIN •;�9 /© (PROVIDE FULL BEARING;Jts:2,6,4 I (� • 89782PE -rr • JOB NAME : 7-D POLYGON 7-D NH - J5 /� '� Scale: 0.324p.,,/, f/:l WARNINGS: GENERAL NOTES, unless otherwise noted; ,. `//''�� /^� 4.)-- 1. ce, 1.Builder and erection contractor should be adWeed of all General Notes 1.Tha design la based only upon the parameters shown end is for an individual d '! \,J R Eta O N >`� Truss: J5 and Warnings before construction commences. building component Applicability of design parameters and proper L.. /� �� •" 2 2z4 compression web bracing must be Installed where shown+ Incorporation of component Is the responsibility of Me building designer. III+"'Q 3 Additional temporary bracing to Insure stability during construction 2.Design assumes Me top and bottom chords b be laterally brecod al 'P,4. I xj y CJ � , Is the responsibility d the erector.Additional permanent bracing of 2'o c end et 10 o.e.respectively unless braced throughout Rein(eolith by ir ` DATE: 8/10/2015 the overall structure is Me responsibility of the heading designer. continuous edging orng each as plywood u red where a and/or drywall(BC) P n u` �`. 3.2z Impact badging or lateral bracing required shown++ i'1 L. SEQ.: Ki3 4 5 9 2 9 4.No toed ehculd be applied to any component until after all bracing end s.Installation of was is the responsibility be used y of the reepadgre contractor. fasteners are complete and at no time should any loads greater than 5,Design a mea busses are be used In a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are ro a y conditionto of sea. 5.CompuTvs hes no control over and assumes no responsibility for the 8.Design assumes full bearing al all supports shown.Shim or wedge M EXPIRES: 12/31/201..6 fabrication,handling,shipment end installation of components. 7.Desgaseumes adequate drainage Is prodded. August 10,2015 8.This design is furnished subject to the limitation set forth by 8.Plates shell be boated on both faces of truss,and placed so their center TPIAVTCA In SCSI.copies of which will be furnished upon request. lines coincide with jolts center linea. uTrua Software 7.8.6 it.E 9.Digits Indicate ales of plate In Inches. MiTek USA,Inc./Com P ( )- to.For basic connector plate design values see ESR-1311,ESR-lose(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-141) 172 3-6=(-248) 209 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-399) 303 WEBS: 2x4 KDDF STAND 3-9=(-378) 313 LOADING 4-5=(-124) 88 TC LATERAL SUPPORT <= 12"0C. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -36/ 469V -183/ 4408 5.50" 0.74 KDDF ( 625) 7'- 9.5•' -81/ 220V 0/ OH 5.50" 0.35 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -263/ 334V 0/ OH 1.50" 0.43 RODE ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -93/ 120V 0/ OH 1.50" 0.19 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 11-11-11 T / VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX TC PANEL LL DEFL = 0.021" @ 2'- 0.7" Allowed= 0.343" MAX BC PANEL TL DEFL = -0.158" @ 4'- 1.5" Allowed= 0.472" MAX HORIZ. LL DEFL = -0.009" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.009" @ 11'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 9 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12.007 I'' Truss designed for wind loads in the plane of the truss only. c "+ I C 0 I N~ M-3x5 3 Aill rn O 1 tNEMMEMMEMEMMMEMEMMMMIlliii ' of 1 M-3x4 M-1.5x3 ���t.D P R Ok-k-sS 1-00y 8-00 y 3-11-11 y NG�NE'F19 /O� IPROVI DE FULL BEARING;Jts:2,6,4,5 ,,_-....• !, '7 Q 89782PE r JOB NAME : 7-D POLYGON 7-D NH - J6 = Scale: 0.2679 WARNINGS. GENERAL NOTES, unless othsnslse noted. Truss: J 6 1.Builder and erection contractor should be advised of all Serene Notes 1.This design Is based only upon the parameters eh..and Is for an IndNlduel 9 OREGON tet`' end Warnings before consirudbn commences. building component Applicability of design parameters ant proper ,.(j /� 4 2.2x4 compression web bredng must be installed where shown o. incorporation d component 19 the responsibility of the building designer. l„ �'7 R j 3.Additional temporary bracing to insure stability during construction 2.Design and sIrassumes the top es bottom unlesschoter to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.end x110'o.c.reepectl ply braced throughout their length by t1 DATE: 8/10/2015 continuous sheathing such es plywood required ng(TC)and/ordrywan(BC). f-A UL v` the overall structure b the responsibility of the building designer. 3.2a Impact bridging or lateral bracing Where shown+s SEQ. : Ki3 4 5 9 3 0 4.No bad should be applied to any component until then all bracing and 4.Installation of truss is the reeponalbllily of the reepectNe contractor. . fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non+rorrosNe environment, TRANS I D: LINK design loads be applied to any component. end are for a y onetilon"of use. 6.CompuTnn has no control over and assumes no responsibility for the 6.Design assumes full bearing at ell supports shown.Shim or wedge If wary. EXPIRES, 12l31I2016 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. August 1 0,2015 6.This design is furnished subject to the limitations eel forth by 8.Plates shell be located on both feces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coindde with joint center lines. 9.Digits Indicate sloe of plate in inches. MITek USA,IncdCompuTrus Software 7.8.6(IL)-E 10.For basic connecter piste design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF p1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-148) 176 3-6=(-253) 213 BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2-3=(-328) 247 WEBS: 2x4 KDDF STAND 3-4=(-308) 256 LOADING 4-5=( -89) 62 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -38/ 468V -167/ 4028 5.50" 0.75 KDDF ( 625) 7'- 9.5" -81/ 225V 0/ OH 5.50" 0.36 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -223/ 287V 0/ OH 1.50" 0.37 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 0.0" -64/ 85V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP a__ _ _� _ _ _ g 11-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ss - " VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 T T MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.018" @ 2'- 0.7" Allowed- 0.343" lit MAX BC PANEL TL DEFL = -0.158" @ 4'- 1.5" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.007" @ 10'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 10'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 Ill Truss designed for wind loads in the plane of the truss only. ' 12.00 cm 0 1 N 0 1 M-3x5 ice+ 3 in0AlliAlikk.:4* KO o "' .'--'6 . --V I �6 o M-3x4 M-1.5x3 el) PROpk. y b y b ����c. ANG I N EFq `r/i2 1-00 8-00 3-00 (PROVIDE FULL BEARING;Jts:2,6,4,5 'R/ "� .„,_.-4-07 r / 89782 P E r' JOB NAME : 7-D POLYGON 7-D NH - J7 Scale: 0.2991 %�//j WARNINGGENERAL NOTES, unless otherwise noted: (aa S: Truss: J7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual '74/OREGON and Warnings before construction commences. building component.ApplbabiNty of design parameters end proper ,4.. sss��" 2.254 compression web bradng must be Installed where shown 0. Incorporation of component Is the responsibility of the building designer. ,{j (//l V ��/�. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7 �l Is the responsibility o/the erector.Additional permanent bracing of 2'o.c.end 0110'c.c.respectively unless braced throughout Meir length bydir DATE: 8/10/2015 me overall structure Is the responsibility or the building designer. condnuoue sheathing such as plywood sheetning(TC)andmr drywall(BC) PA U i 1- 9 3.23 Impact bridging or lateral bradng required where shown++ 1. SEQ. : Ki3 4 5 9 31 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor.fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nnncorroshe environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condllron'of use. 5.Command has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge H EXPIRES: 12/31./2016 fabncatien,handling,shipment and installation of components. 7.Desiignassumes adequate drainage is provided. August 10,2015 8.This design is furnished subject to the limitations set forth by a.Plates shall be located on both faces of trues,and placed so their center TPIANTCA In SCSI,copies of which will be furnished upon request tins colndde with joint center lines. uTrus Software 7.6.6 1L E 9.Dolts indicate eke of plate In Inches. MiTek USA,Inc./Cam P ( )- to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-65) 115 6-5=( 0) 23 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-213) 0 5-7=(-84) 145 5-3=( 0) 71 WEBS: 2x4 KDDF STAND 3-9=( -23) 40 3-7=(-161) 93 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -29/ 380V -61/ 161H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -148/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) 8'- 0.0" 0/ 116V 0/ 011 5.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci,lg. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 3-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" I' ,' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.007" @ 2'- 9.2" Allowed = 0.170" 4 -1 MAX TL CREEP DEFL - -0.011" @ 2'- 9.2" Allowed = 0.226" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed= 0.178" 12 MAX BC PANEL TL DEFL- -0.034" @ 5'- 0.2" Allowed= 0.290" 12.00 7 MAX HORIZ. LL DEFL= 0.011" @ 7'- 7.6" M-4x6 MAX HORIZ. TL DEFL= 0.014" @ 7'- 7.6" Design conforms to main windforce-resisting 0,110/1.(///":11111--1...-""1-11- system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o • (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 11111 .- ON load duration factor=1.6, o Truss designed for wind loads ,;.1 in the plane of the truss only. immemommimmommommommommil ofM-1.5x3 NOfI� 246-3x4 M-3x4 M-3x5 b b y 2-09-04 5-02-12 y 1 I I 1-00 2-11 8-00 5-01 (PROVIDE FULL BEARING;Jts:2,9,7 I '�''iik o PR OFfiss c�‹,3 oG I NE,9 /© 2 izt- /89782PE �` JOB NAME : 7-D POLYGON 7-D NH - J8 '' Scale: 0.5500 /- -<• � ' WARNINGS: GENERAL NOTES, unless oMerwlae noted: /'+� `� ``„�.. Truss: J 8 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 10 OREGON Vim. and Warnings before construction commences building component Applkablllty of design parameters and proper J V 2 204 compreesbn web bredng must be Installed where shown.. Incorporation of component la the responsibility al Me building designer. ,yg (/A Z 3.Additional temporary bracing to insure stability during construction 2 Design assumes the lop and Cotten chords la be laterally braced al 7 tel . la the responsibility of the erector.Additional permanent bracing of 2 es.end at 10 o.e.respectivety unless braced throughout their length by �`� DATE: 8/10/2015 the overall structure Is the responsibility of the building tles continuous sheathing such as plywood shealhing(TC)and/or drywall(BC) P•A U L pon h n9 gner. 3.2x Impact bridging or lateral bracing required where shown•• SEQ.: K 13 4 5 9 3 2 4.No bad should be applied to any component until after all bracing and 4.Installation of imaa is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assures Busses are b be used Ina non-corrosive environment, TRANS ID. LINK design loads be applied to any component. and ere rrarysone0lonofusa. 5.CmnpuTnre hes no control over end assumes no responsibility for the 6.Oealgn easumee lull bearing al all supports shown.Shim or wedge 8 EXPIRES: 12/31/2016 fabrication.handling,shipment and installation of components. 7.Desig assumes adequate drainage is provided. August 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In BCS(,copies of which v411 be furnished upon request linos coincide with Joint center lines. 9.Digits Indicate size of plate In inches. MITek USA,Inc.ICompuTnus Software 7.6.6(tL)-E 10.For bask connector plate design values see EOR-1311,ESR-1888(MRek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF k1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-122) 184 6-5=( 0) 23 BC: 2x9 KEEP 81&13TR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-289) 43 5-7-(-157) 234 5-3=( 0) 71 3-4=( -87) 73 3-7-(-259) 174 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -26/ 435V -90/ 224H 5.50" 0.70 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 10.9" -136/ 125V 0/ OH 1.50" 0.20 KDDF ( 625) 8'- 0.0" -13/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-11 AND BOTTOM CHORS.LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" '1 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" -/ MAX LL DEFL = 0.012" @ 2'- 9.2" Allowed = 0.270" MAX TL CREEP DEFL = -0.016" @ 2'- 9.2" Allowed - 0.359" MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed = 0.078" 1..-.441 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX HORIZ. LL DEFL= -0.019" @ 7'- 7.6" MAX HORIZ. TL DEFL = 0.022" @ 7'- 7.6" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-l.6, oTruss designed for wind loads I in the plane of the truss only. m o . Allnimmilmimmmain _, O NM-1.5x3 to • i' )' y y y 2-09-04 y 5-02-12 O R QF y ,\ tk fisc 1-00 r 2-11 5-01 y ( -,.. N EE•,r�� /p 8-00 (PROVIDE FULL BEARING(Jts:2,4,7 �� 89782PE v JOB NAME : 7-D POLYGON 7-D NH - J9 ` • Scale: 0.4378 C.x'' OREGON!WARNINGS: GENERAL NOTES, unless othenvise noted: 4. 174/�O R E1. Y h 2 4,e3, Truss: J 9 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon Ore parameters shown end Is for en IndNlduel F end Warnings before consWctin commences building component 17,9 Applicability of design parameters end proper A � 2 2x4 compression web bredng must be Installed where shown+ Incorporation of camponenl ie fire rasponsiblllty of the building designer _ ir 3 Adddlonal temporary bracing to Insure stability during cons(mctlon 2 Design assumes the top and bottom chorda to be laterally braced et �� �` le the responsibili5'M the erector.Additional permanent bracing of 2 o c.and el 10 a c retch es sty unless braced throughout their length by DATE: 8/10/2015 ins overall ewdure is the responsibility of the building continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). 0 designer. 3.2x Impact bridging or lateral bredng required where shown++ SEQ.: K 13 4 5 9 3 3 4.No load should be applied to any component until after all bracing and 4.Installation of wee Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes busses are to be used In a non-corrosive environment TRANS ID: LINK design loads be applied to any component and are for•try condition.ofuse. EXPIRES: 12/31/2016 5.CanpuTrue has no control over and assumes no responsibility for the 8.Design assumes lull bearing al ell support shown.Shim or wedge S August 10,2015 fabrioadon,handling,shipment end installation of components. necessary. e.This design Is lurdehed aubfect 10 the limitations set forth by 7.Design assumes adequate drainage Is provided. B.Plates shall be located on both faces of buss,and pieced so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide wllh Joint center lines. MRek LISA,Inc./Com uTms Software 7.6.6 1 L E 9.Digits indicate she of plate in inches. P ( )- 1o.For basic connector piste design vanes see ESR-1311,ESR-1888(MITek) This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6-1-216) 270 6-5=( 0) 23 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-354) 75 5-7=(-277) 344 5-3=( 0) 71 WEBS: 2x4 KDDF STAND 3-4-(-158) 118 3-7=(-380) 306 LOADING TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED HAG AREA TOTAL LOAD= 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -44/ 476V -121/ 2920 5.50" 0.76 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 7'- 7.6" -51/ 201V 0/ OH 5.50" 0.32 KDDF ( 625) 7'- 11.7" -120/ 162V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7_11_11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.020" @ 2'- 9.2" Allowed= 0.354" MAX TL CREEP DEFL = -0.023" @ 2'- 9.2" Allowed= 0.472" ', MAX HORIZ. LL DEFL = -0.031" @ 7'- 7.6" MAX HORIZ. Ti, DEFL - 0.032" @ 7'- 7.6" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-23.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor-1.6, 12.00 V Truss designed for wind loads in the plane of the truss only. 0 I of 0 M-4x6 Al... ...".._ m . _.,„ 0 ,,_ .. , 7 N -m r M-1.5x3 O II 0 M-3x4 M-3x5 2-09-04 5-02-12616) y 3' y .1 e tJGINE�R /4 1-00 y 2-11 5-01 y 8-00 [PROVin# FULL RFART NI' Tts.2,7,4 I ^` /89782PE �'('r JOB NAME : 7-D POLYGON 7-D NH - J10 l / Scale: 0.3561 Cr' sa�5 Go WARNINGS: GENERAL NOTES, unless otherwise noted: = j,OREGON c.,;-• t1- 1.Builder and erection contractor should be addsed of ail General Notes 1.This design Is based only upon the parameters shown and is for an individual ^ Truss: J10 and warnings before construction commences. building component.AppkabiXry of design parameters end proper l59 4 2.2z4 compresalon web bracing must be Installed where shown v. incorporation of component le the responsibility M the building aeelgner. `, 3.Additional temporary bradng to Insure stability during construction 2 Design assumes the lop and bosom chorda to be laterally braced al /\y UL ''t v Ie the reeponslMllry of the erector.Additional permanent bracing of 2'o.c.end 8110'o.c.respectively unless braced throughout Meir length by /�'H continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required airedwhen,shown++ SEQ. : K134 5 9 3 4 4.No bad should be applied to any component until after all bracing end 4.Installation of truss l the responsibility of the respective contractor.fastened are complete and al no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, EXPIRES: 12/31/2016 TRANS I D: LINK design loads be applied to any component. and are for'Wry condition•of use. 5.CanpuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing al all supports shown.Shim of wedge k August 1 0,2015 fabrication,handling,shipment end Installation of components. ne Designn as. S.This design is furnished subject to the limitations set forth by7. assumes adequate drainage is provided. 9rS.Plates snail be located on both faces a/pus,and placed so their center TPIM7CA M SCSI,copies of which will be furnished upon request. lines colndde with joint center lines. 9.Digits Indicate size of plate in inches. M)Tek USA,Inc/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector pleb design values see 150-1311,ES11-1980(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-7=(-208) 270 7-6=) 0) 23 BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2-3=(-354) 75 6-8=(-267) 344 6-3=( 0) 71 WEBS: 2x9 KDDF STAND 3-4=(-199) 118 3-8=(-380) 295 LOADING 4-5=( -43) 0 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 6.5" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -44/ 473V -126/ 322H 5.50" 0.76 KDDF ( 625) 7'- 7.6" -52/ 200V 0/ OH 5.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -172/ 213V 0/ OH 1,50" 0.27 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND ICC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 g psf) uplift at 24 "oc spacing. 8-06-08 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ,r MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" 5 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.019" @ 2'- 9.2" Allowed= 0.354" MAX TL CREEP DEFL = -0.023" @ 2'- 9.2" Allowed= 0.472" /14-3x4 MAX LL DEFL = -0.000" @ 8'- 6.5" Allowed = 0.054" MAX TL CREEP DEFL = -0.000" @ 8'- 6.5" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.030" @ 7'- 7.6" MAX HORIZ. TL DEFL = 0.032" @ 7'- 7.6"Design conforms to main windforce-resisting 7 system and components and cladding criteria. MWind: 140 mph, h=23.5ft, TCOL-4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor-1.6, ao Truss designed for wind loads oroin the plane of the truss only. A Mliiiii-,., _. .. 8....... o 0 1 b b b 2-09-04 5-02-12 i y b 1t.DR QF� 1-00 i' 2-11 5-07-08 b l � ,s 8-00 0-06-08 �5 4F 11? /© � [PROVIDE FULL BEARING;Jts:2,8,4 I 4/ 8 782PE �'r- JOB NAME : 7-D POLYGON 7-D NH - Jl 1 sale, 0.3096 WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: Jl 1 1.Builder and erection contractor should be advised of all General Notes 1.This design N based only upon the parameter,shown and Is for an Individual "5F OREGON tis and Warnings before rnnstrucibn commences. building component Applicability of design parameters end proper JJ2 , " 2.2x4 compression web bracing must be installed where shown s. incorporation of component is the responsibility of the building designer. �j /� 3.Additional temporary bracing to Insure stability during construction oh. Design assumes the tap and bottom chortle to be laterally braced at T� �^I R ', �� ts the responsibility of the erector.Additional permanent bracing of 2'o.c.end al 10'o.respectively unless braced throughout their lenge by ` continuous sheathing such as plywood eheaming(TC)and/or drywall(8C). pa UL `. DATE: 8/10/2015 the overall swcture Is the responsibility of the bending designer. 3.2.Impact bridging or lateral bracing required where shown.. r'{ SEQ. : K 13 4 5 9 3 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fastener,are complete and at no time should any loads greater than 5.Design assumes trussesam to be used in a noncorrosive environment, '- TRANS I D: LINK design loads be applied to any component and are for condltlon•of use. b.CompuTme has no contra over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge n ry/ty{/ ry,4 anus um EXPIRES: 1G/J1/26!t fabrication,is furnished shipment and the ittionofcomponents. 7.Design assumes adequate drainage tsprovided. August 10,2015 8.This design is furnished subject to the Imitations set forth by 8.plates shall be located on both feces of truss,end placed so their center TPIWTCA In BC51,copies of which will be furnished upon request. Imes coincide ate joint center lines. 5.Digits indicate Nee of plate in inches. MTek USA,Inc./CompuTrus Software 7.6.6(1L}E Ig.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-68) 51 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 302V -32/ 99H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -34/ 29V 0/ 0H 5.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -34/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL- -0.002" @ 1'- 2.9" Allowed= 0.147" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" 1-11-11 MAX HORIZ. LL DEFL - 0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 Design conforms to main windforce-resisting 12.00 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1,6, Truss designed for wind loads in the plane of the truss only. c v oN M f- O in O f M-3x9 /4/ 1 l I 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 ' - ' 4c,O P R pF4css - �� <AGIN Fg /p L 89782PE �`" JOB NAME : 7-D POLYGON 7-D NH - SJ1 `�:- %'j-: :=''''.. ''''',1------'. Scale: 0.6555 i C" WARNINGS: GENERAL NOTES, unless otherwise noted Truss: S Jl 1.Builder and erection contractor shoulo be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 14'4,OREGON e`" and Warnings before construction commences. building component Applicability of design parameters and proper 2.2a4 compression web bracing must be Installed whore shown+. Incorporation of component is the is porelbility of the building designer. A ['Ss, 3.Additional temporary bracing to Insure stability during conslmdlon 2.Design assumes the lop and bottom chords to be laterally braced al 1:51,, 4 R V ', `C� is the responsibility of the erector.Additional permanent bracing of 2'o.c end el 10 o c respectively unless braced throughout their length by I/♦�_ 7 DATE: 8/10/2015 the overall structure b the responsibility of the building designer. continuous sheathingor such as plywood aired here s and/or drywall(BC). 1 J"1,� .� CS`. 9 3.2a Impact bridging or lateral bracing required where shown++ P `t SEQ. : ° 13 4 5 9 3 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responslbinty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment. TRANS I D: LINK design loads be applied to any component. and are for"dry condition.of use. 5.CompuTrus has no contra over and assumes no responsibility forma 6.Design assumes fun bearing at all supports shown.shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. T.Design assumes adequate drainage is provided. August I O s 2O q1 5 8.This design is furnished subject to the limitations set ham by 8.Plates shall be located on both feces of truss,and placed so their center TPIMRCA In SCSI,copies at which will be furnished upon request. lines coincide with joint center lines. uTrvs Software 7.8.6 1 L E 9.Digits indicate Wee at plate In Inches. MiTek USA,Inc./Com F ( )- 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11,7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-109) 94 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -31/ 322V -61/ 161H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -17/ 69V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -85/ 108V 0/ OH 1.50" 0.17 KDDF ( 625)1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL bCOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacipg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" 3 "" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.059" MAX BC PANEL TL DEFL m 0.003" @ 1'- 0.1" Allowed = 0.072" 12 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12.00 V 1' MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. v ti c oR' rn {- 0 o - ME 4►S 0 M-3x4 1 J. ), 1 b 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 C���� ti0,0 NN EF9 `r/0 'rte 89782PE r JOB NAME : 7-D POLYGON 7-D NH - SJ2 Scale: 0.6093 --�:`,• /`.. _....._ .__ WARNINGS: GENERAL NOTES, unless otherwise noted - 044' J Truss: S J2 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and is for an IndNldual "'9 OREGON " and Warnings before construction commences. building component.Applicability of design parameters and proper 2 (a0 �'s" Z.2a4 compne Won web bracing must be Inaldlled where shown+, incorporation of component la the responsibility of the building designer. 17," O'u4 A.Y 15 V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at l7 'l Is the responsibility of the erector.Additional permanent bracing of vox.and at 10.cc.respectively unless braced throughout Mair length by DATE: 8/10/2015 the overall structure Is the responsibility f the buildingdeal ner. continuousximpctsheathingding such l bs plywood requiredsheattests)and/or drywall(BC). �'A U�,. \ epon 4Y o 9 3.in impact bridging or lateral bracing where shown t+ SEQ. : K 13 4 5 9 3 7 4.No load should be applied to any component until after all bracing and 4.Installation of buss la the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS ID' LINK design loads be applied to any component. and are for•dry condition•of use. 5.CanpuTrus has no control over and assumes no responsibility for the G.Design assumes NII bearing at all supports shown.Shim or wedge H EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. T.Design assumes adequate drainage is provided. August q 10,2015 6.This design Is furnished subject to the limitations set forth by S.Plates shell be located on both faces of truss,and placed so their center TPIAYTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6(11}E o Digbts indicatesisn ent r pplatebign values 1 5.For bae casize r plate design values see ESR-1311,ESR-1868(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #11BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-9= BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-167) 136 (0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 POP 0'- 0.0" -24/ 308V -90/ 2298 5.50" 0.99 ROOF ( 625) 1'- 9.2" -90/ 171V 0/ OH 5.50" 0.27 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -128/ 165V 0/ OH 1.50" 0.26 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" 3 MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.059" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed - 0.072" �' MAX HORIZ. LL DEFL - -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 12 12.007 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. • a I c o,o r'1 o /- 1 jIIIMIM r� O _ O f y -7 M-3x9 i, l y y 1-00 2-00 3-11-11ryp 'PROVIDE FULL BEARING;Jts:2,4,3 � ��� 1-(1 [+ c���' 0,‘G I N4-6) ,,O Q , 89782PE 9r" JOB NAME : 7-D POLYGON 7-D NH - SJ3 • Scale: 0.4703 r'- %/�/ . WARNINGS: GENERAL NOTES, unless otherwise noted, i V " f� _t Truss: .S J3 1 Builder and erection conhactsr should be advised of all General Notes 1.This design is based ouy upon the parameters shown and is for an individual OREGON ~xl and Warnings before construction commences. building component Applicability of design parameters end proper (�Q Q'' 2 2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the si:y braced designer. 1,9 �� y ,�` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced el ,1 �i Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless bated throughout their length by `�V DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. continuousximptsheathing such as aplyreoodcing re uiredsheating(TC)and/or drywell(SC). PA �s U (�` 4.Noised should be applied to any4.in impact bodging m lateral bracing required the whpe shown t v s_/.t 1 SEQ. ; Kl345938 vol Urns sham unly ands greater 4.Design assn huts stee responsibility b used of theereapecrsi contractor. fasteners Sr.complete and at no time should any loads greater tnan 5.Design assumes trusses are to be m e noncorrosive amironmen4 TRANS I D: LINK design loads be applied to any component. and are for'dry condition.of use. no control over and assumes no responsibility for the 5.CompuTms hes 8.Design assumes rut bearing at ell supports shown.Shim or wedge M fabrication,handling.shipment and installation of components. neCB98By. EXPIRES: 12/31/2016 i.pierce sassumes adequate drainage to truss.d. and 10,2015 8.This design is famished subject to the limitations set forth by a.Plates anon be located on both mcg of was,oma eased so their center TPEWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 9.Digits indicate size of plate In Inches. 7.8.6 iL E P ( )' 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) . This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-109) 95 1-3=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -27/ 128V -53/ 114H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -44/ 83V 0/ OH 5.50" 0.13 KDDF ( 625) 3'- 11.7" -89/ 111V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Des)an checked_for net(-5 osf) uplift at 24 "oc Spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed - 0.072" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" • 7 2 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. '.. '/ Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co O of 1NMI 3�� M-3x4 • 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:1,3,2 elq PR q CtS'G�� GINE S sfr, 89782PE JOB NAME : 7-D POLYGON 7-D NH - SJ4 Scale: 0.5842 •/ WARNINGS: GENERAL NOTES, unless upon the anseete '�� OREGON 1.Builant and erection co trutorconstruction should be ncWeetl of e0 General Notes 1.bed design la nest.only upas Me parameters shown and b for r MdNIMN © `(_ Truss: SJ4 and Warnings before conawdlon commences building component Applicability of design parameters and proper (� 2.2v4 compression web bracing must be Installed where shown«. Incoryoretlon of component is the responsibility of the building tlealgner. �/) V Ry A5 A7 3.Additional temporary bracing to inure stability during construction 2.Design assumes Me lop and bosom chorda to be laterally bated al �l la Me responsibility of the erector.Additional permanent bracing of 2'o c andel ig o c respectively unless bated throughout their length by 7 DATE: 8/10/2015 the overall structure is the responsibility of the buildPo desl designer. continuous0ieptri sheathing such lateral b ting red uiredsheathets s and/or drywall(BC) �'A Ul. 9 9 4.in Impact bodging is bs responsibility ebracing required he whpre avow"++ SEQ.: K1395939 4.Nobedshoul d applied bo no component until loadall baringend 4.Design asofestrisea are to o be ueoitheo-corrsi contractor. fasteners are complete end at no time should any loads greater Man 5.Design assumes trusses are lobe used In anon-corrosive environment. TRANS I D: LINK design loads be spoiled to any component end ere for"dry condition'.of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design sesames full bearing et all supports shown.Shim or wedge 8 EXPIRES: 12/31/2016 necesfabrication,handling.shipment and installation of components. 7.Design adequate drainage is provided. August 10,2015 8.This design is furnished subject to the Fmitalions set forth by 8.Plates shell be located on both faces of truss,end placed so Meir center TPIhy7CA in SCSI,copies of which will be furnished upon request. lines colndde with Joint center lines. 9.Digits indicate size of plate in Indies. MITak USA,Inc./CompuTrus Software 7.6.6(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 8l&BTR LOAD DURATION INCREASE = 1.15 1-2=(-167) 136 1-3=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT 0= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -19/ 141V -82/ 177H 5.50" 0.23 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -130/ 194V 0/ ' OH 5.50" 0.31 KDDF ( 625) 5'- 11.7" -130/ 166V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) II__ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ({'OND. 2: Design checked for net(-5 oaf) uplift at 24 "oc sgaci11g. REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.054" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL - -0.006" @ 1'- 0.1" Allowed - 0.072" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL- -0.002" @ 5'- 10.9" Design conforms to main windforce-resisting 2 -/ system and components and cladding criteria. Wind: 140 mph, h-22.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, ) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 12.007 Truss designed for wind loads in the plane of the truss only. io o f- a �- o 1 -/ M-3x9 • 2-00 3-11-11FR0 -<(,\` 61,S'� Fe 'PROVIDE FULL BEARING;Jts:1,3,2 I 44.5?. r <I.NG'INE'F /0 V 89782PE JOB NAME : 7-D POLYGON 7-D NH - SJ5 Scale: 0.4431 WARNINGS: GENERAL NOTES, unless otherwise noted: La. 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is bran Individual '1 A_OREGON ry5 Truss: S J5 and Warnings before construction commences. building component Applicability of design parameters and proper (if. �V 2 244 compreeaion web bracing must be installed whore shown, inof componml le the reaponaibllity of Me Oullding dsaignBr. -V (J/t y 3 Additional temporary bracing to Insure stability during construction 2 Design aseumea the lop end bosom chards to be laterally braced at l �l :! ... Is the responsibility of the erector.Additional permanent bracing of 2 o c.and el 10 o c,rply unless braced throughout their length by I/�' DATE: 8/10/2015 the overall structure la the responsibilityof the building designer. Sc Impact continuous sheathing bridginga,such as plywood air a where s and/or drywall(BC). ` PAUL �'( "\ n9 9 3.In Impactor lateralbracingitYthe whenshown A L. SEQ. : K 13 4 5 9 Q 0 4.No load should be applied m any component until attar all bracing and 4.Design ass of truss Is the are to of the respedNs contractor. festsnen are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive eminmmenl, TRANS I D• LINK design mads be applied to any component. efd are o dry conditionof use 5.CompuTme has no control over and assumes no respondbuity for the 6.Designesseamss fun bearing al an supports shown.Shim or wedge B EXPIRES; 12/31/2016 fabrication,handl' ry ms.ehismenteodlnImitailuns components. 7.Mates tesabe adequateondrainage feces lopnese August 10,2015 5.TMs design Is famished subject to the limitations sal forth by 8.Plates shall be located on both latae of Was,and placed so Meir center .y TPIIWTCA m BCS',copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MTek USA,IncJCompuTrus Software 7.6.6(tL)-E 10.For beads connector pian design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 48 3-5=1-186) 192 BC: 2x9 KDDF 41&BTR SPACED 24.0" 0.C, WEBS: 2x4 XIII STAND 2-3=(-77) 64 3-4=(-10) 4 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.01+01,( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -72/ 382V -23/ 74H 5.50" 0.61 KDDF ( 625) M-1.5x9 or equal at non-structural LL = 25 PSF Ground Snow (Pg) 5'- 10.0" -29/ 245V 0/ OH 5.50" 0.39 KDDF ( 625) vertical members (tion). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "Sc spacag. VERTICAL DEFLECTION LIMITS: LL-L/290, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL a 0.051" @ 2'- 10.6" Allowed - 0.309" MAX TC PANEL TL DEFL = -0.064" @ 2'- 10.6" Allowed = 0.463" 5-04-04 0-05-12 MAX HORIZ. LL DEFL m 0.000" @ 5'- 9.3" f , f MAX HORIZ. TL DEFL - 0.000" @ 5'- 9.3" 12 Design conforms to main windforce-resisting 4.00 O system and components and cladding criteria. Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 Truss designed for wind loads 4 in the plane of the truss only. 3 II II kr0 M O N N M _I 1 o f- l /2 x5 M-3x4 M-1.5x3 b y y 5-04-04 0-05-12 b 3 y 1-00 5-10 wt.° pRQ, � �NG1NE /�9 w � �89782PE JOB NAME : 7-D POLYGON 7-D NH - Z1 '! Scale: 0.5855 i WARNINGS: GENERAL NOTES, unlace otherMs noted /.. Truss: Z 1 1.Builder and erection contractor should be advised of an General Notes 1.Thl4 design la based only upon the perimeters shown and Is for an Individual 9 OREGON`�'` and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 oompnse&on web bredng must be Installed where shown+. incorywalbn of component b the responslblllty of the building tleslgirer �� 3 Addltlonel temporary bracing to Insure stability during constructionn 2 Design assumes the top and bottom chords to be laterally braced at .Q Uq R y A 5 �. Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10 o e./such a ly mese braced throughout their length by DATE: 8/10/2015 the waren structure Is the responsibility continuous sheathing such as plywood required sheathing(TC)and/or drywen(BC). lj'i U L �� po ty of the building designer. 3.in Impact brdglrg or lateral bracing where shown a a f SEQ.: K 1 3 4 5 9 4 1 4.No load should be applied to any component until atter all bracing and 4.Installation of Is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for•dry condition^of use..Comparrus has no control over and assumes no responsibility for the 8.Design assumes fun bearing al ail supports shown.Shim or wedge 8 5EXPIRES: 12/31/2016 fabrication,handling.shipment and Installation of components. necessary. 7.Design assumes adeqS.This design Is furnished subject to Ore limitationsset forth by 8.Plates shalt be locateduoneboth ifa drainage of truss,and placed so their center August 1 0,2015 TPIIWTCA In SCSI.copies of which will be furnished upon request. lines colndde slat Joint canter Imes. MfTek USA,In0!(:ompuTNs Software 7.6.6(iL}E 9.Digits indicate ales of plate In Inches. 10.For basic connector plats design values see ESR-1311,ESR-19118(MfTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 48 3-5=(-184) 137 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-73) 61 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. OL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -75/ 383V -23/ 72H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.0" -28/ 293V 0/ OH 5.50" 0.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for nett-5 psf) uplift at 24 "oc spaci{:g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL" 0.053" @ 2'- 10.6" Allowed = 0.309" MAX TC PANEL TL DEFL = -0.066" @ 2'- 10.6" Allowed = 0.963" 12 4.00 17 MAX HORIZ. LL DEFL- 0.000" @ 5.- 4.3" MAX HORIZ. TL DEFL= 0.000" @ 5'- 9.3" Design conforms to main windforce-resisting system and components and cladding criteria. • M-1.5x3 Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads • I I in the plane of the truss only. II • O til u ti - - II p f M-3x9 M-1.5x3 li b y l 1-00 5-10 C 5•, PR(Fp. �- NGINE,E' cS'j /89782PE 9r JOB NAME : 7-D POLYGON 7-D NH - Z2 scale: 0.7105 WARNINGS: GENERAL NOTES, unless omervdse noted: ' v Truss: Z 2 Builder and erection contractor should be advised of all General Notes 1.This design is based onty upon the parameters shown and is for an Individual ' 7OREGON ro" and Warnings before construction commence,. building component Applicability of design parameters and proper �/f (j 2 2x4 compression web bracing must be Installed where shown* Inoorporetlon of component Is the responsibility of me building dsaignen V V t/w 3 Additional temporary bracing to Insure stability during constructionDesign assumes the lop ane bottom chords b be lateral*braced et '9 q R y CJ << is the responsibility of the erector.Additional permanent bracing of 2 o.e,and at 10 o c.respectivety unless braced throughout their lengthby ` DATE: 8/10/2015 ins overall structure is the responsibility f the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywatl O). A/1 U L ' ty o n9 9 3.2x Impact bridging or lateral bracing required where shown++ /'1 SEQ. : K 1 3 4 5 9 4 2 a.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater then 5.Design assumes Busses are to be used in a noncorrosive environment, TRANS I D: LINK design bads be applied to any component end are for'dry condition.of use. 5.CompuTrus hes no contrd over and assumes no responsibility for the S Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. a ass 7.Plates assume.adequateothfageMpnoss,ded. August 10,2015 0.Thio design Is furnished subject to the limitations sal forth by e.Plates shall be located on both feces of Was,and placed so their center TPIMTCA In SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size ofpotre In noire,. MiTek USA,Inc./Com uTrus Software 7.8.6 1L E 1O For taint connectorplate design values see ESR-1311,ESR-19ee(MiTek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 (Drawings not to scale) offsets are indicated. I Damage or Personal Injury r�M Dimensions are in ft-in-sixteenths. irmb‘„ Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS ,11"11„ kiiiAiili 2. Truss bracing must be designed by an engineer.For 0'/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ rY .. p bracing should be considered. I i 3. Never exceed the design loading shown and never O �� stack materials one inadequately braced trusses. C7-8 C•-7 C5-6 O 4. Provide copies of this Truss design to the building For 4 x 2 orientation,locate F— designer,erection supervisor,property owner and plates 0 'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in Mack 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that ij� IPIndicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. *IL Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. IMMIIINF reaction section indicates joint 17.Install and load vertical) unless indicated otherwise. number where bearings occur. y Min size shown is for crushing only. IIIIII MN 4 18.Use of green or treated lumber may pose unacceptable _ environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal Will19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracin is not sufficient. BCSI: Building Component Safety Information, iIc 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, eANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013